20181314 Ver 1_Response to DWR Request_20181203

CLearWater
C1earWater Environmental Consultants, Inc.
www cwenv.com
December 3, 2018
Ms. Sue Homewood
North Carolina Department of Environmental Quality
Division of Water Resources
450 W. Hanes Mill Rd
Winston-Salem, NC 27107
Subject: Response to Request for Additional Information
Watauga Storage, DWR #20181314
Watauga County, North Carolina
Dear Ms. Homewood:
Please reference the letter dated November 2, 2018 sent by the North Carolina Division of Water
Resources (DWR) in response to the permit application submitted by C1earWater Environmental
Consultants, Inc. (CEC), on behalf of HNH Futures, LLC represented by Mr. Chad Hollister. The
permit application request written authorization for impacts to waters of the United States
associated with construction of a storage facility. The comments provided by DWR are discussed
below.
DWR Comment #1. Please provide more details regarding avoidance and minimization of wetland
impacts for this project:
a. Please clarify how the number and size of parking spaces were determined.
The number of parking spaces shown in the attached Figure CSN101 is the minimum
required per code for a storage building. The larger spaces are for trailer and camper
storage, which are not required by code, but are necessary due to the nature of the storage
business.
b. Please provide an analysis of the feasibility of a retaining wall to further minimize impacts to
the wetlands.
The installation of a retaining wall along the parking area would reduce the area of wetland
disturbance by 0.023 acres, as determined by Clayton Engineering. This alternative was
not selected due to the minimal reduction in impact, the additional cost that would be
incurred, and additional temporary wetland impacts (including tree cutting).
32 Clayton Street
Asheville, NC 28801
828-698-9800 Tel

DWR #20181314
December 3, 2018
Page 2 of 3
DWR Comment #2. Please indicate whether there will be impacts to the vegetation within the
remaining wetland. If vegetation management is proposed, please provide a management plan
which indicates how the vegetation will be permanently maintainedlmanaged.
The applicant will not include cutting, removing, or disturbing wetland vegetation outside
of the construction limits as shown on Figure CGN101.
DWR Comment #3. Please clarify whether there will be any temporary impacts from sediment
and erosion control measures or for the purpose of construction activities.
The temporary skimmer basin that will be utilized during construction is located in an
upland area and will subsequently be converted into a permanent infiltration basin after
construction is complete, therefore resulting in no further wetland impacts. See Figures
CCN 101 and CGN 101.
DWR Comment #4. The proposed stormwater control measures are carefully situated as to avoid
wetland impacts. Please provide either a final approved stormwater management plan, ora more
detailed proposed plan sheet which includes detailed sizing of the infiltration basins, as well as
impacts from construction activities in order to support the indications that there will be no
additional temporary or permanent impacts to the wetlands as a result of construction or
installation of the stormwater control measures and associated infrastructure.
The final stormwater management plan is attached for your reference. No wetland impacts
are needed for stormwater treatment facilities.
Following the site visit conducted with you and Amanda Fuemmeler from the United States Army
Corps of Engineers (USACE) on October 29, 2018, additional email comments were received from
the USACE. Responses to those comments are also included in this letter below:
USACE Comment W. Can you provide the number of trees (or acres) that will be cleared far this
project so I can coordinate with USFWS regarding listed bats in the area.
The area to be cleared for this project includes young pine and young mixed hardwood.
There are approximately 400-500 trees per acre with the majority of the trees between 3-6
inches in diameter at breast height. Therefore, approximately 620 trees will be removed
from the 1.4 acre impact area.
USACE Comment #2. Need to get clarification on if there will be any impacts to the remaining
wetlands along old NC Hwy 421 such as clearing and what the long-term maintenance/plan is for
this area.
Page 2

DWR #20181314
December 3, 2018
Page 3 of 3
See response to DWR Comment 42 above. Additionally, a pre -construction meeting will
be held as well as orange gate fencing will be installed along the wetland limit of
disturbance to avoid further wetland impacts outside of the proposed construction area.
USACE Comment #4. Mitigation for permanent impacts will be at a 2:1 ratio
This mitigation ratio has been noted and an updated Acceptance Letter has been requested
from the Division of Mitigation Services (DMS). We will forward a copy of the DMS
letter upon receipt.
Please do not hesitate to contact me if you have any additional questions or comments. Thank you
for your time and consideration of this project.
Sincerely,
Antia Priest, P.W.S.
Environmental Scientist
R. Clement Riddle, P.W.S.
Principal
Copy Furnished:
Amanda Fuemmeler, USACE Asheville Regulatory Field Office (via email)
Page 3

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STORM DRAINAGE
WATAUGA COUNTY
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6. SUBJECT PROPERTY IS IN DESIGNATED FLOOD ZONE "X"
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3. PARCEL ID NO. = 2931016509000
4. SITE ZONING = N/A
5. PROJECT SITE ACREAGE = 2.157 ACRES
6. SUBJECT PROPERTY IS IN DESIGNATED FLOOD ZONE "X"
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THE WATAUGA COUNTY ENGINEERING DIVISION BEFORE ANY WORK
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IN ROLLING AND HILLY TERRAINS, SWEEPING OF THE STONE BASE
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INSPECTOR BASED ON FIELD CONDITIONS.
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APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE
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GRADING, PERMISSION MUST BE OBTAINED IN WRITING FROM PROPERTY
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POLE BASES AND ELECTRICAL DESIGN FOR PARKING LOT LIGHT POLES
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UNSUITABLE SUBBASE MATERIAL NOT IDENTIFIED BY THE SOIL TESTS,
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SITE AND REPLACED WITH SUITABLE BACKFILL.
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WHERE VERTICAL CURB AND GUTTER EXIST, ALL DRIVEWAY RAMPS SHALL
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GUTTER AT A POINT NO CLOSER THAN 2 -FEET FROM THE GUTTER.
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ALL WORK TO BE COMPLETED IN NCDOT R/W TO BE COORDINATED WITH
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NOTES THIS SHEET:
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THE OWNER SHALL SCHEDULE A PRE -CONSTRUCTION CONFERENCE WITH
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BEGINS. THE OWNER SHALL NOTIFY THE WATAUGA COUNTY ENGINEERING
DIVISION AT LEAST 7 CALENDAR DAYS PRIOR TO COMMENCING ANY
WORK ON THE SITE. FAILURE TO PROVIDE REQUIRED NOTICE SHALL
RESULT IN THE OWNERS RESPONSIBILITY TO UNCOVER ANY PRIOR
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2.
COORDINATE ALL CURB AND STREET GRADES IN INTERSECTION WITH
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ALL ROAD IMPROVEMENTS ARE TO BE COORDINATED WITH WATAUGA
CIVIL
COUNTY AND NCDOT ENGINEERING DEPARTMENT PRIOR TO
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4.
IN ROLLING AND HILLY TERRAINS, SWEEPING OF THE STONE BASE
AND/OR APPLICATION OF A TACK COAT MAY BE REQUIRED NEAR
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INTERSECTIONS. THESE REQUIREMENTS SHALL BE ESTABLISHED BY THE
INSPECTOR BASED ON FIELD CONDITIONS.
5.
APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE
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ADJACENT PROPERTIES. WHEN FIELD CONDITIONS WARRANT OFF-SITE
GRADING, PERMISSION MUST BE OBTAINED IN WRITING FROM PROPERTY
OWNERS.
6.
IN ORDER TO ENSURE PROPER DRAINAGE, KEEP A MINIMUM OF 0.5%
SLOPE ON THE CURB.
7.
POLE BASES AND ELECTRICAL DESIGN FOR PARKING LOT LIGHT POLES
SHALL BE SUBMITTED PRIOR TO BEGINNING INSTALLATION.
8.
UNSUITABLE SUBBASE MATERIAL NOT IDENTIFIED BY THE SOIL TESTS,
BUT LOCATED DURING CONSTRUCTION, MUST BE REMOVED FROM THE
CHECKED BY
SITE AND REPLACED WITH SUITABLE BACKFILL.
9.
WHERE VERTICAL CURB AND GUTTER EXIST, ALL DRIVEWAY RAMPS SHALL
BE CONSTRUCTED OF PORTLAND CEMENT A MINIMUM OF 6 -INCHES
REVISIONS
NO.
DEEP. THE RAMP MUST RISE 4 -INCHES ABOVE THE FLOW LINE OF THE
DATE
GUTTER AT A POINT NO CLOSER THAN 2 -FEET FROM THE GUTTER.
10.
ALL WORK TO BE COMPLETED IN NCDOT R/W TO BE COORDINATED WITH
NCDOT.
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1. ALL SIGNS SHALL CONFORM WITH THE MANUAL ON UNIFORM TRAFFIC
CONTROL DEVICES (MUTCD) AND LOCAL CODE FOR COLOR, SIZE,
REFLECTIVITY, AND HEIGHT.
2. SIGNS TO PLACED AS SHOWN ON THE PLANS.
3. FOR SIGNS NOT PROTECTED BY A STANDARD PARKING BUMPER OR BEHIND
THE CURB PLACE STEEL POLE IN BOLLARD PER THE HANDICAP PARKING SIGN
DETAIL.
TYPICAL SIGN DETAILS 5
NO SCALE
2" S 9.5C
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NO SCALE
WHITE REFLECTIVE BACKGROUND
STANDARD SIGN #R7 -8a v A v
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1. ALL SIGNS TO BE 0.080" THICK ALUMINUM
2. ALL SIGNS SHALL CONFORM WITH ALL
CURRENT A.D.A., FEDERAL, STATE AND LOCAL
CODES AND REGULATIONS.
CSN101ICSN501
12"
VAN
ACCESSI6 LE STANDARD SIGN #R7 -8a
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3. PLACE "VAN ACCESSIBLE" SIGN IN FRONT OF III I I III III II III' III III
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ONE AT EACH HANDICAP SPACE. ' I_
WHERE HANDICAP SPACES FACE EACH OTHER WITHOUT WALKWAY,
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HANDICAP PARKING SIGN 3
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6'-0"
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PLAN VIEW
7/8" ANCHOR HOLES
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SIDE VIEW
STANDARD WHEELSTOP 4
NO SCALE CSN101 CSN501
END VIEW
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CSN501
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1. ALL PRECAST DRAINAGE STRUCTURES SHALL MEET MATERIAL REQUIREMENTS OF
ASTM C789 AND C850, LATEST REVISIONS.
2. ALL PRECAST DRAINAGE STRUCTURES SHALL BE INSTALLED IN ACCORDANCE WITH
AASHTO DIVISION 11 SECTION 27, AND MANUFACTURERS SPECIFICATIONS.
3. THE PRECAST SUPPLIER/MANUFACTURER SHALL BE RESPONSIBLE FOR THE
STRUCTURAL DESIGN OF THE STRUCTURE. GENERAL CONTRACTOR IS
RESPONSIBLE FOR PROVIDING SHOP DRAWINGS AND DESIGN CALCULATIONS, i
(SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER) FROM THE
SUPPLIER TO THE ENGINEER. I
4. DRAINAGE STRUCTURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE
CURRENT NORTH CAROLINA DEPARTMENT OF HIGHWAYS AND TRANSPORTATION
DESIGN STANDARDS. I
5. UNDERGROUND FACILITIES, STRUCTURES AND UTILITIES HAVE BEEN PLOTTED
FROM AVAILABLE SURVEYS AND RECORDS, AND THEREFORE THEIR LOCATION
MUST BE CONSIDERED APPROXIMATE ONLY. THERE MAY BE OTHERS, THE I
EXISTENCE OF WHICH IS PRESENTLY NOT KNOWN. CONTRACTOR SHALL VERIFY
LOCATION OF ALL UTILITIES AT HIS OWN INITIATIVE AND EXPENSE.
6. THE CONTRACTOR SHALL COORDINATE FINISHED PAVEMENT GRADES WITH
ELEVATIONS AND LOCATIONS OF EXISTING ROADS AND STREETS. 1I�
7. NO WORK SHALL COMMENCE ON SITE UNTIL A LAND DISTURBING PERMIT IS
ISSUED BY THE APPROPRIATE AGENCY.
8. LENGTHS OF LINES INDICATED ON THE DRAWING FOR UTILITY SYSTEMS ARE
APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY FOR
DETERMINING THE EXACT AMOUNT OF PIPING REQUIRED TO FURNISH A
COMPLETE WORKING SYSTEM IN ACCORDANCE WITH THE INTENT OF THE
DRAWINGS. — —
9. DIMENSIONS AND COORDINATES SHOWN AT CURB ARE TO FACE OF CURB.
COORDINATES SHOWN AT CURB INLETS ARE AT CENTER OF CURB INLET. SPOT
ELEVATIONS SHOWN AT CURB INLETS ARE AT TOP OF CURB. SPOT ELEVATIONS_ — — —
SHOWN ON DROP INLETS ARE AT TOP OF INLETS.
10. FINISH CONTOURS SHOWN ARE TO TOP OF TOPSOIL, TOP OF PAVEMENT, TOP OF
TNT
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LOCATION OF CUL�RT ND
ADJUST AS NECESSARY O
ENSURE FLOW TO NEW RI
CULVERT
IN: 503.50
SIDEWALK, ETC. CONTRACTOR SHALL PROVIDE GRADE TO SUBGRADE ELEVATION — — — — — — — _ _ — 36 LF 18" RCP
REQUIRED. PAVEMENT SECTIONS AND SIDEWALK SECTIONS ARE PROVIDED FOR w / / — — LASS IV
REFERENCE ONLY.
11. PROVIDE POSITIVE DRAINAGE AT ALL GRADED AREAS. PROVIDE UNIFORM
(STRAIGHT) GRADE BETWEEN SPOT ELEVATIONS FINISH CONTOURS TOP OF OCD
INLETS, ETC. OCD / i / _ _ — o CGN101 G 501 CGN10 CGN501\
12. SEE ARCHITECTURAL PLANS FOR DOWNSPOUT LOCATIONS.
1 v 507.50 507.95 507.50
I V. OUT: 5 .00 I o
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18023
DATE:
09/24/18
DRAWN BY:
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CHECKED BY:
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REVISIONS
NO
DESCRIPTION
DATE
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OBSERVATION WELL
4-6 INCH PVC PIPE WITH
CAP. 20 -FOOT SPACING
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WASHED STONE
VARIES 2' WASHED STONE
LINE WITH GEOFABRIC
AROUND TOP, BOTTOM,
AND SIDES
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NO SCALE
WIDTH = 0.0'
RIPRAP CHECK DAMS
AS NECESSARY
T II IIII
\—NAG LINER
SC15013N, STAPLE PATTERN
CONSTRUCTION SPECIFICATIONS:
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS AND OTHER
OBJECTIONABLE MATERIAL.
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALL DESIGN
REQUIREMENTS.
3. VEGETATE THE SWALE IMMEDIATELY AFTER CONSTRUCTION.
MAINTENANCE:
„C„
INSPECT DRAINAGE SWALE ONCE A MONTH AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE
SEDIMENT FROM THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS
AND MAKE TIMELY REPAIRS AS NEEDED.
DRAINAGE DITCH 3
NO SCALE CGN101 CGN501
A
REINFORCED CONCRETE PIPE CONFORMS
TO ASTM C-76, ASTM -C-443, AASHTO M-170,
AND AASHTO M-198.
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18023
DATE:
09/24/18
DRAWN BY:
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CHECKED BY:
WSC
REVISIONS
NO.
DESCRIPTION
DATE
CGN501
SHEET
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TEMPORARY SKIMMER BASIN
#1
MIN. DIMENSIONS:
60' L X 30'
W
MIN. STORAGE:
1,980 CU.
FT.
MIN. SURFACE AREA:
1,625 SQ.
FT.
TOP ELEV:
494.00'
BOT. ELEV:
491.00'
0 30' 60'
SPILLWAY ELEV.:
493.00'
TEMP.
SPILLWAY WIDTH:
5'
DIVERSION DITCH
SKIMMER SIZE:
3.0"
ORIFICE SIZE:
0.75"
<
TEMPORARY SEDIMENT TRAP NOTES:
1. DIMENSIONS MEASURED AT SPILLWAY ELEVATION. ALL
TRAPS SHALL HAVE AN ADDITIONAL 1.5' OF
FREEBOARD ABOVE THE SPILLWAY ELEVATION.
2. SIDE SLOPES SHALL BE NO GREATER THAN 2:1 (H:V).
3. TEMPORARY SKIMMER BASINS TO BE REMOVED UPON
COMPLETION OF DRAINAGE FACILITIES AND
INSTALLATION OF INLET PROTECTION.
THE PURPOSE OF THE EROSION CONTROL MEASURES, SHOWN ON THESE
PLANS, SHALL BE TO PRECLUDE THE TRANSPORT OF ALL WATERBORNE
SEDIMENTS, RESULTING FROM CONSTRUCTION ACTIVITIES, FROM ENTERING
ONTO ADJACENT PROPERTIES OR STATE WATERS. IF FIELD INSPECTION
REVEALS THE INADEQUACY OF THE PLAN TO CONFINE SEDIMENT TO THE
PROJECT SITE, APPROPRIATE MODIFICATIONS WILL BE MADE TO CORRECT
ANY PLAN DEFICIENCIES.
GROUND COVER: WHENEVER LAND -DISTURBING ACTIVITY IS UNDERTAKEN
ON A TRACT COMPRISING MORE THAN ONE ACRE, IF MORE THAN ONE
CONTIGUOUS ACRE IS UNCOVERED,
GRADE SLOPES & FILLS: THE ANGLE FOR GRADED SLOPES AND FILLS
SHALL BE NO GREATER THAN THE ANGLE THAT CAN BE RETAINED BY
VEGETATIVE COVER, OR OTHER ADEQUATE EROSION -CONTROL DEVICES OR
STRUCTURES.
APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT
PROPERTIES. WHEN FIELD CONDITIONS WARRANT OFF SITE GRADING,
PERMISSION MUST BE OBTAINED FROM THE AFFECTED PROPERTY
OWNER(S).
1/21 RF
Plat buU, , _
PIN 2931-01-6bin
Lot 11 — \\ /801uu y
l.J. Bingham Estate _ ` \ \ \ \ — of way /
Bonnie Bingham Cash,lm S>>
y
Book of Records 1523, Paqe 165
Plat Book 9, Page Js�9
Plat Book 9, Paq 150
PIN 2931-01-38157— 00✓ 7 \
—
EROSION CONTROL NOTE:
PER NCDEQ AND NPDES REQUIREMENTS, GROUND STABILIZATION MUST OCCUR WITHIN
7 DAYS ON PERIMETER AREAS AND SLOPES STEEPER THAN 3:1, AND GROUND
STABILIZATION MUST OCCUR WITHIN 14 DAYS ON OTHER AREAS.
1.52 ACRES DISTUR7ED
-
-
CCN101 CCN501
/
Celia F. Striplul IU
Book of Records 575 Page 645
PIN 2931-01-111-000
/4 IF f
TEMPORARY 18" RCP
UNDER­CgNSTRUeTtrW
ENT EXEXIT
\ TYP.
7 /
/ \ CCN101 CCN502 \ \ W \
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Jerry Styers and wife,----
Geraldine
ife,Gera dine M. Styers
Book of Records 15, Page 465
PIN 2931-01-4313-000
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O EROSION AND SEDIMENT CONTROL NOTES:
1. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE
INSTALLED AND MAINTAINED IN ACCORDANCE WITH PROCEDURES
APPROVED BY NCDEQ AND WATAUGA COUNTY.
THE CONTRACTOR SHALL BE THOROUGHLY FAMILIAR WITH ALL
APPROVED PROCEDURES WHICH MAY BE PERTINENT TO THE
PROJECT.
2. ALL POINTS OF CONSTRUCTION INGRESS AND EGRESS SHALL BE
PROTECTED BY A TEMPORARY CONSTRUCTION ENTRANCE TO
PREVENT TRACKING OF MUD ONTO PUBLIC RIGHT-OF-WAYS.
AN ENTRANCE PERMIT FROM NCDOT IS REQUIRED PRIOR TO ANY
CONSTRUCTION ACTIVITIES WITHIN STATE RIGHT-OF-WAYS.
3. SEDIMENT CONTROL DEVICES, SUCH AS SEDIMENT BASINS AND TRAPS,
PERIMETER DIKES, CHECK DAMS OR OTHER MEASURES NOT LOCATED
IN PROPOSED FILL OR EXCAVATION AREAS, SHALL BE CONSTRUCTED
PRIOR TO ALL OTHER LAND DISTURBANCE. AN ON-SITE PRE -
CONSTRUCTION MEETING WILL BE HELD BETWEEN THE ENGINEER
AND THE CONTRACTOR TO IDENTIFY THOSE MEASURES TO BE
INITIALLY INSTALLED.
4. MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL MEASURES
SHALL BE ACCOMPLISHED IN ACCORDANCE WITH PROCEDURES
APPROVED BY NCDEQ & WATAUGA COUNTY.
MAINTENANCE WILL INCLUDE THE REPAIR OF MEASURES DAMAGED
BY ANY SUBCONTRACTOR INCLUDING THOSE OF THE PUBLIC UTILITY
COMPANIES. AT THE PRECONSTRUCTION MEETING, THE CONTRACTOR
WILL SUPPLY THE OWNER WITH THE NAME OF THE INDIVIDUAL WHO
WILL BE RESPONSIBLE FOR ENSURING MAINTENANCE OF INSTALLED
MEASURES ON A DAILY BASIS.
5. SURFACE FLOWS OVER CUT AND FILL SLOPES SHALL BE CONTROLLED
BY EITHER REDIRECTING FLOWS FROM TRANSVERSING THE SLOPES
OR BY INSTALLING MECHANICAL DEVICES TO SAFELY LOWER WATER
DOWNSLOPE WITHOUT CAUSING EROSION.
6. SEDIMENT CONTROL MEASURES MAY REQUIRE MINOR FIELD
ADJUSTMENTS AT THE TIME OF CONSTRUCTION TO INSURE THEIR
INTENDED PURPOSE IS ACCOMPLISHED.
7. THE CONTRACTOR SHALL STRIP AND PILE TOPSOIL AT THE LOCATIONS
SHOWN ON THIS PLAN OR AS DIRECTED BY THE ENGINEER. SILT
FENCE SHALL BE PLACED AT THE TOE OF THE STOCKPILE AFTER
STRIPPING OF TOPSOIL IS COMPLETE.
8. THE CONTRACTOR SHALL COMPLETE DRAINAGE FACILITIES WITHIN
30 DAYS FOLLOWING COMPLETION OF ROUGH GRADING AT ANY
POINT WITHIN THE PROJECT. THE INSTALLATION OF DRAINAGE
FACILITIES SHALL TAKE PRECEDENCE OVER ALL UNDERGROUND
UTILITIES. OUTFALL DITCHES FROM DRAINAGE STRUCTURES SHALL BE
STABILIZED IMMEDIATELY AFTER CONSTRUCTION OF SAME.
THIS INCLUDES INSTALLATION OF EROSION CONTROL STONE WHERE
REQUIRED.
9. TEMPORARY VEGETATIVE COVER SHALL BE PROVIDED IN ALL AREAS, WHICH ARE
NOT DESIGNATED FOR PAVING, UNDERGROUND UTILITIES OR STRUCTURAL USES
SUCH AREAS SHALL NOT BE EXPOSED FOR PERIODS EXCEEDING 10 DAYS.
TEMPORARY VEGETATIVE COVER MAY BE ELIMINATED IN FAVOR OF FINAL
VEGETATIVE COVER IF CONSTRUCTION AND SEASONAL CONDITIONS PERMIT.
10. ALL AREAS DESIGNATED FOR PAVING, UNDERGROUND UTILITIES, AND
STRUCTURAL USE SHALL BE STABILIZED AS SOON AS POSSIBLE, BUT
NOT EXCEEDING 10 DAYS FOLLOWING INSTALLATION. NO MORE THAN
300' OF SANITARY SEWER, STORM SEWER, OR WATER LINES ARE TO
BE OPEN AT ONE TIME.
11. THE TERM SEEDING, FINAL VEGETATIVE COVER OR STABILIZATION, ON
THIS PLAN SHALL MEAN THE SUCCESSFUL GERMINATION AND
ESTABLISHMENT OF A STABLE GRASS COVER FROM A PROPERLY
PREPARED SEEDBED CONTAINING THE SPECIFIED AMOUNTS OF SEED,
LIME, AND FERTILIZER. IRRIGATION SHALL BE REQUIRED AS
NECESSARY TO ENSURE ESTABLISHMENT OF GRASS COVER.
12. ALL SLOPES STEEPER THAN 3:1 SHALL REQUIRE THE USE OF EROSION
CONTROL BLANKETS SUCH AS EXCELSIOR BLANKETS TO AID IN THE
ESTABLISHMENT OF A VEGETATIVE COVER. INSTALLATION SHALL BE IN
ACCORDANCE WITH MULCHING AND MANUFACTURER'S INSTRUCTIONS.
13. INLET PROTECTION SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS
AS SOON AS PRACTICAL FOLLOWING CONSTRUCTION OF SAME. REPLACE
TEMPORARY INLET PROTECTION WITH SILT SACK, AFTER INSTALLING FRAME,
GRATE, AND CURB AND GUTTER.
14. BASE COURSE MATERIAL SHALL BE PLACED IN ALL STREET & PARKING AREAS
WITHIN 30 DAYS OF FINAL GRADING.
15. TEMPORARY EROSION CONTROL MEASURES ARE NOT TO BE REMOVED
UNTIL ALL DISTURBED AREAS ARE STABILIZED. AFTER STABILIZATION
IS COMPLETE, ALL MEASURES SHALL BE REMOVED AFTER NCDEQ INSPECTION
AND RELEASE. TRAPPED SEDIMENT SHALL BE SPREAD AND SEEDED.
16. SEE CCN502 FOR SEEDING, SEED BED PREPARATION AND MAINTENANCE
SCHEDULE
17. SEE CGN501 FOR STORM DRAINAGE SCHEDULE.
18. TOTAL DISTURBED AREA = 1.52 ACRES. (TOTAL)
19. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING EROSION CONTROL
PLAN APPROVAL IF NECESSARY FOR ANY RELATED BORROW AREA.
20. OFF-SITE WASTE OR BORROW AREAS SHALL BE APPROVED BY
WATAUGA COUNTY PRIOR TO THE IMPORT OF ANY BORROW
OR EXPORT OF ANY WASTE TO OR FROM THE PROJECT SITE.
\ I GRADING AND EROSION CONTROL LEGEND
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PRECONSTRUCTION EROSION CONTROL PLAN
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CLAYTON
ENGINEERING &
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JOB NUMBER:
18023
DATE:
09/24/18
DRAWN BY:
EMB
CHECKED BY:
WSC
REVISIONS
NO.
DESCRIPTION
DATE
CCN101
SHEET
6 OF
14

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THE PURPOSE OF THE EROSION CONTROL MEASURES, SHOWN ON THESE
PLANS, SHALL BE TO PRECLUDE THE TRANSPORT OF ALL WATERBORNE
SEDIMENTS, RESULTING FROM CONSTRUCTION ACTIVITIES, FROM ENTERING
ONTO ADJACENT PROPERTIES OR STATE WATERS. IF FIELD INSPECTION
REVEALS THE INADEQUACY OF THE PLAN TO CONFINE SEDIMENT TO THE
PROJECT SITE, APPROPRIATE MODIFICATIONS WILL BE MADE TO CORRECT
ANY PLAN DEFICIENCIES.
GROUND COVER: WHENEVER LAND -DISTURBING ACTIVITY IS UNDERTAKEN
ON A TRACT COMPRISING MORE THAN ONE ACRE, IF MORE THAN ONE
CONTIGUOUS ACRE IS UNCOVERED,
GRADE SLOPES & FILLS: THE ANGLE FOR GRADED SLOPES AND FILLS
SHALL BE NO GREATER THAN THE ANGLE THAT CAN BE RETAINED BY
VEGETATIVE COVER, OR OTHER ADEQUATE EROSION -CONTROL DEVICES OR
STRUCTURES.
APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT
PROPERTIES. WHEN FIELD CONDITIONS WARRANT OFF SITE GRADING,
PERMISSION MUST BE OBTAINED FROM THE AFFECTED PROPERTY
OWNER(S).
EROSION CONTROL NOTE:
PER NCDEQ AND NPDES REQUIREMENTS, GROUND STABILIZATION MUST OCCUR WITHIN
7 DAYS ON PERIMETER AREAS AND SLOPES STEEPER THAN 3:1, AND GROUND
STABILIZATION MUST OCCUR WITHIN 14 DAYS ON OTHER AREAS.
1/2' RF
UUu .
Plat 13Uun
PIN 293141'48//
Lot 11 •�� • ••
J. Bingham Estate _ : `\ way /
Bonnie Bingham Cashier- �y
Book of Records 1523, Page 165
Plat Book 9, Page 9
Plat Book 9 Paq 150 z \
PIN 293141-3815— 00 \ _
\ — 7
Cela F. StrlCKlullu
4 � Book of Records 515 Page 645
CCN, 01 CCN501 PIN 2931-01-111-000
-\�8»R
� � \ 3/4» IPF
v
\ CONSTRUCTION LIMIT — \
CCN101 CC 501
✓ _ TYP. \
kot 12 bye coordina geomek
.J. �m Estate :• � o
cy
nie Cash gn �, — �, �, �, �, �, �, �, �1 I
BoVp
f ecords 213, Pagge 9 4— I
Platlok 9, Page T49
Plat Bo Page 150 �, \ \, \L'�, : ' ® �, \L' \L'
PIN 293M1_3625-000 \ I co m I I
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CCN101 N5. Q)/ 'R
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1)
Jerry Styers and wife,
Geraldine M. St ers
y Q
Book of Records 15 Page 465
PIN 2931-01— 313-000 \ /c/ POB W I I
\ \ S \ -7 /\ ole n (fie9 6' bonc. YW M�
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124" x 46" I
cont. R/W MIF \ \ 7 ' latch basin I I I
O EROSION AND SEDIMENT CONTROL NOTES:
1. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE
INSTALLED AND MAINTAINED IN ACCORDANCE WITH PROCEDURES
APPROVED BY NCDEQ AND WATAUGA COUNTY.
THE CONTRACTOR SHALL BE THOROUGHLY FAMILIAR WITH ALL
APPROVED PROCEDURES WHICH MAY BE PERTINENT TO THE
PROJECT.
2. ALL POINTS OF CONSTRUCTION INGRESS AND EGRESS SHALL BE
PROTECTED BY A TEMPORARY CONSTRUCTION ENTRANCE TO
PREVENT TRACKING OF MUD ONTO PUBLIC RIGHT—OF—WAYS.
AN ENTRANCE PERMIT FROM NCDOT IS REQUIRED PRIOR TO ANY
CONSTRUCTION ACTIVITIES WITHIN STATE RIGHT—OF—WAYS.
3. SEDIMENT CONTROL DEVICES, SUCH AS SEDIMENT BASINS AND TRAPS,
PERIMETER DIKES, CHECK DAMS OR OTHER MEASURES NOT LOCATED
IN PROPOSED FILL OR EXCAVATION AREAS, SHALL BE CONSTRUCTED
PRIOR TO ALL OTHER LAND DISTURBANCE. AN ON—SITE PRE—
CONSTRUCTION MEETING WILL BE HELD BETWEEN THE ENGINEER
AND THE CONTRACTOR TO IDENTIFY THOSE MEASURES TO BE
INITIALLY INSTALLED.
4. MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL MEASURES
SHALL BE ACCOMPLISHED IN ACCORDANCE WITH PROCEDURES
APPROVED BY NCDEQ & WATAUGA COUNTY.
MAINTENANCE WILL INCLUDE THE REPAIR OF MEASURES DAMAGED
BY ANY SUBCONTRACTOR INCLUDING THOSE OF THE PUBLIC UTILITY
COMPANIES. AT THE PRECONSTRUCTION MEETING, THE CONTRACTOR
WILL SUPPLY THE OWNER WITH THE NAME OF THE INDIVIDUAL WHO
WILL BE RESPONSIBLE FOR ENSURING MAINTENANCE OF INSTALLED
MEASURES ON A DAILY BASIS.
5. SURFACE FLOWS OVER CUT AND FILL SLOPES SHALL BE CONTROLLED
BY EITHER REDIRECTING FLOWS FROM TRANSVERSING THE SLOPES
OR BY INSTALLING MECHANICAL DEVICES TO SAFELY LOWER WATER
DOWNSLOPE WITHOUT CAUSING EROSION.
6. SEDIMENT CONTROL MEASURES MAY REQUIRE MINOR FIELD
ADJUSTMENTS AT THE TIME OF CONSTRUCTION TO INSURE THEIR
INTENDED PURPOSE IS ACCOMPLISHED.
7. THE CONTRACTOR SHALL STRIP AND PILE TOPSOIL AT THE LOCATIONS
SHOWN ON THIS PLAN OR AS DIRECTED BY THE ENGINEER. SILT
FENCE SHALL BE PLACED AT THE TOE OF THE STOCKPILE AFTER
STRIPPING OF TOPSOIL IS COMPLETE.
8. THE CONTRACTOR SHALL COMPLETE DRAINAGE FACILITIES WITHIN
30 DAYS FOLLOWING COMPLETION OF ROUGH GRADING AT ANY
POINT WITHIN THE PROJECT. THE INSTALLATION OF DRAINAGE
FACILITIES SHALL TAKE PRECEDENCE OVER ALL UNDERGROUND
UTILITIES. OUTFALL DITCHES FROM DRAINAGE STRUCTURES SHALL BE
STABILIZED IMMEDIATELY AFTER CONSTRUCTION OF SAME.
THIS INCLUDES INSTALLATION OF EROSION CONTROL STONE WHERE
REQUIRED.
9. TEMPORARY VEGETATIVE COVER SHALL BE PROVIDED IN ALL AREAS, WHICH ARE
NOT DESIGNATED FOR PAVING, UNDERGROUND UTILITIES OR STRUCTURAL USES.
SUCH AREAS SHALL NOT BE EXPOSED FOR PERIODS EXCEEDING 10 DAYS.
TEMPORARY VEGETATIVE COVER MAY BE ELIMINATED IN FAVOR OF FINAL
VEGETATIVE COVER IF CONSTRUCTION AND SEASONAL CONDITIONS PERMIT.
10. ALL AREAS DESIGNATED FOR PAVING, UNDERGROUND UTILITIES, AND
STRUCTURAL USE SHALL BE STABILIZED AS SOON AS POSSIBLE, BUT
NOT EXCEEDING 10 DAYS FOLLOWING INSTALLATION. NO MORE THAN
300' OF SANITARY SEWER, STORM SEWER, OR WATER LINES ARE TO
BE OPEN AT ONE TIME.
11. THE TERM SEEDING, FINAL VEGETATIVE COVER OR STABILIZATION, ON
THIS PLAN SHALL MEAN THE SUCCESSFUL GERMINATION AND
ESTABLISHMENT OF A STABLE GRASS COVER FROM A PROPERLY
PREPARED SEEDBED CONTAINING THE SPECIFIED AMOUNTS OF SEED,
LIME, AND FERTILIZER. IRRIGATION SHALL BE REQUIRED AS
NECESSARY TO ENSURE ESTABLISHMENT OF GRASS COVER.
12. ALL SLOPES STEEPER THAN 3:1 SHALL REQUIRE THE USE OF EROSION
CONTROL BLANKETS SUCH AS EXCELSIOR BLANKETS TO AID IN THE
ESTABLISHMENT OF A VEGETATIVE COVER. INSTALLATION SHALL BE IN
ACCORDANCE WITH MULCHING AND MANUFACTURER'S INSTRUCTIONS.
13. INLET PROTECTION SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS
AS SOON AS PRACTICAL FOLLOWING CONSTRUCTION OF SAME. REPLACE
TEMPORARY INLET PROTECTION WITH SILT SACK, AFTER INSTALLING FRAME,
GRATE, AND CURB AND GUTTER.
14. BASE COURSE MATERIAL SHALL BE PLACED IN ALL STREET & PARKING AREAS
WITHIN 30 DAYS OF FINAL GRADING.
15. TEMPORARY EROSION CONTROL MEASURES ARE NOT TO BE REMOVED
UNTIL ALL DISTURBED AREAS ARE STABILIZED. AFTER STABILIZATION
IS COMPLETE, ALL MEASURES SHALL BE REMOVED AFTER NCDEQ INSPECTION
AND RELEASE. TRAPPED SEDIMENT SHALL BE SPREAD AND SEEDED.
16. SEE CCN502 FOR SEEDING, SEED BED PREPARATION AND MAINTENANCE
SCHEDULE
17. SEE CGN501 FOR STORM DRAINAGE SCHEDULE.
18. TOTAL DISTURBED AREA = 1.52 ACRES. (TOTAL)
19. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING EROSION CONTROL
PLAN APPROVAL IF NECESSARY FOR ANY RELATED BORROW AREA.
20. OFF—SITE WASTE OR BORROW AREAS SHALL BE APPROVED BY
WATAUGA COUNTY PRIOR TO THE IMPORT OF ANY BORROW
OR EXPORT OF ANY WASTE TO OR FROM THE PROJECT SITE.
4 I GRADING AND EROSION CONTROL LEGEND
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ENGINEERING &
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=� No. P-1463
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JOB NUMBER:
18023
DATE:
09/24/18
DRAWN BY:
EMB
CHECKED BY:
WSC /�
REVISIONS
NO.
DESCRIPTION
DATE
CCN102
SHEET
7 OF
14

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TOP VIEW
9 GAUGE SUPPORT WIRE
TO PREVENT SAGGING
WATER ENTRY UNIT WITH
TRASH SCREEN
TLUH
ORIFICE OPENING INSIDE
THE HORIZONTAL TUBE
WITH A CONSTANT
HYDRAULIC HEAD
SCHEDULE 40 PVC PIPE
(BARREL OR ARM)
FLEXIBLE HOSE
SKIMMER DETAIL
NOT TO SCALE
STEEL SUPPORT, POST,cI^c
END VIEW
ENT PIPE
POTENTIAL FOR PIPING
CAN OCCUR. PROPER
DESIGN TO MINIMIZE
DISCHARGE AROUND PIPE
MUST OCCUR.
WAI EK EN I NY UNI I
DISCHARGE PIPE
SCHEDULE 40
GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN CORRECT
AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD CONDITIONS
WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
DISCHARGE END OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT MANNER.
EARTHEN EMBANKMENT
EMERGENCY SPILLWAY PVC VENT PIP
SCHEDULE 40 PVC PIP
(BARREL OR ARM)
t=Nlr" FLEXIBLE HOSE - /
SIDE VIEW
BAFFLE, TYP.
STAKE TO
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COIR MESH OR SIMILAR, STAPLED INTO BOTTOM
AND SIDES WITH 12" STAPLES CSD 12" O.C.
CROSS-SECTION
CONSTRUCTION SPECIFICATIONS:
1. GRADE THE BASIN SO THAT THE BOTTOM IS LEVEL FRONT TO BACK AND SIDE TO SIDE.
2. INSTALL POSTS OR SAW HORSES ACROSS THE WIDTH OF THE SEDIMENT TRAP.
3. STEEL POSTS SHOULD BE DRIVEN TO A DEPTH OF 24 INCHES, SPACED A MAXIMUM OF 4
FEET APART, AND INSTALLED UP THE SIDES OF THE BASIN AS WELL. THE TOP OF THE
FABRIC SHOULD BE 6 INCHES HIGHER THAN THE INVERT OF THE SPILLWAY. TOPS OF
BAFFLES SHOULD BE 2 INCHES LOWER THAN THE TOP OF THE BERMS.
4. INSTALL AT LEAST THREE ROWS OF BAFFLES BETWEEN THE INLET AND THE OUTLET
DISCHARGE POINT. BASINS LESS THAN 20 FEET IN LENGTH MAY USE 2 BAFFLES.
h
5. WHEN USING POSTS, ADD A 9 GAUGE SUPPORT WIRE ACROSS THE TOP OF THE MEASURE '
TO PREVENT SAGGING.
6. WRAP POROUS MATERIAL, LIKE JUTE BACKED BY COIR MATERIAL, OVER A SAWHORSE OR
THE TOP WIRE. HAMMER REBAR INTO THE SAWHORSE LEGS FOR ANCHORING. THE FABRIC
SHOULD HAVE FIVE TO TEN PERCENT OPENINGS IN THE WEAVE. ATTACH FABRIC TO A
SUPPORT WIRE AND A SUPPORT STRUCTURE WITH ZIP TIES, WIRES, OR STAPLES.
7. THE BOTTOM AND SIDES OF THE FABRIC SHOULD BE ANCHORED IN A TRENCH OR PINNED
WITH 12 -INCH EROSION CONTROL MATTING STAPLES AT 12" SPACING.
8. DO NOT SPLICE THE FABRIC, BUT USE A CONTINUOUS PIECE ACROSS THE BASIN.
MAINTENANCE:
INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED
REPAIRS IMMEDIATELY.
BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF A BAFFLE COLLAPSE,
TEAR, DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL TO PROVIDE ADEQUATE STORAGE VOLUME
FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE BAFFLES. TAKE CARE TO AVOID DAMAGING
THE BAFFLES DURING CLEANOUT. SEDIMENT DEPTH SHOULD NEVER EXCEED HALF THE DESIGNED
STORAGE DEPTH.
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED, REMOVE ALL BAFFLE
MATERIALS AND UNSTABLE SEDIMENT DEPOSITS, BRING THE AREA TO GRADE, AND STABILIZE IT.
L = 1.4 x DEPTH
TO THE OVERFLOW
MINIMUM LENGTH APPLIES
MAINTAIN DEPRESSION TO
MINIMIZE CHANCE OF
SKIMMER BECOMING STUCK
OUTLEF;.yCLA5S''J
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BAFFLES
NOT TO SCALE
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FILTER FABRIC
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SKIMMER BASIN
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EMERGENCY
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ANTI -SEEP
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CLASS B RIPRAP -
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NATURAL
GROUND
FILTER BERM
NCDOT #5 OR #57
WASHED STONE
PLAN VIEW RIPRAP HEADWALL
1' MIN HEIGHT
FROM ROAD SHOULDER
NATURAL
GROUND
6 MAX STD. STRENGTH EAB
MAX STRENGTH F RIC WITH WIR
EENrc
WOVEN WIRE FENCE
(14 GA MIN AND MAX 6"
MESH SPACING)
FILTER FABRIC
BACKFILL TRENCH WITH SOIL -
AND COMPACT THOROUGHLY
EMBED FILTER
CLOTH MIN 8"
INTO GROUND
CROSS-SECTION
V LVGRECH
PERSPECTIVE VIEW
VIIIV.
NOTE:
STRUCTURAL STONE SHALL BE (CALSS "B")
STONE FOR EROSION CONTROL PURPOSES.
SEDIMENT CONTROL STONE SHALL BE NO.
5 OR NO. 57 STONE
SILT FENCE
6" MIN.
FLOW -
1
12" THICK
SEDIMENT
CONTROL STONE
STRUCTURAL
STONE
NCDOT #5 OR #57
WASHED STONE
SECTION A -A
5' MIN STEEL POSTS, DRIVEN
MIN 24" INTO GROUND
-WOVEN WIRE FENCE
(14 GAUGE, MAX 6" MESH
SPACING)
1.33 LB./LF STEEL POST 5' MIN
LENGTH
PLASTIC OR WIRE TIE
NATURAL GROUND
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CLASS B RIPRAP
CONSTRUCTION SPECIFICATIONS:
1. CLEAR THE AREA OF ALL DEBRIS THAT MIGHT HINDER EXCAVATION AND DISPOSAL OF SOIL. w
2. INSTALL THE CLASS B OR CLASS I RIRAP IN A SEMICIRCLE AROUND THE PIPE INLET. THE STONE
SHOULD BE BUILT UP HIGHER ON EACH END WHERE IT TIES INTO THE EMBANKMENT. THE MINIMUM w
CREST WIDTH OF THE RIPRAP SHOULD BE 3 FEET, WITH A MINIMUM BOTTOM WIDTH OF 11 FEET. THE
MINIMUM HEIGHT SHOULD BE 2 FEET, BUT ALSO 1 FOOT LOWER THAN SHOULDER OF THE
EMBANKMENT OR DIVERSIONS.
3. A 1 FOOT THICK LAYER OF NC DOT #5 OR #57 STONE SHOULD BE PLACED ON OUTSIDE SLOPE OF U
RIPRAP. z
4. THE SEDIMENT STORAGE AREA SHOULD BE EXCAVATED AROUND THE OUTSIDE OF THE STONE w
HORSESHOE 18 INCHES BELOW NATURAL GRADE. Q
5. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, FILL DEPRESSION AND ESTABLISH
FINAL GRADING ELEVATIONS, COMPACT AREA PROPERLY, AND STABILIZE WITH GROUND COVER. 0
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MAINTENANCE:
INSPECT RIP -RAP PIPE INLET PROTECTION AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (Y2 INCH OR
GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE SEDIMENT STORAGE
AREA TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH
OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA AND REPLACE THE
CONTAMINATED PART OF THE GRAVEL FACING.
CHECK THE STRUCTURE FOR DAMAGE. ANY RIPRAP DISPLACED FROM STONE HORSESHOE MUST BE REPLACED
IMMEDIATELY.
AFTER ALL THE SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE
AND ALL THE UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND PROVIDE
PERMANENT GROUND COVER.
TEMPORARY INLET PROTECTION
NOT TO SCALE
CCN101-
CONSTRUCTION SPECIFICATIONS:
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH
SYNTHETIC FILTER FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24
INCHES ABOVE THE GROUND SURFACE.
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOS ROLL CUT TO LENGTH OF
THE BARRIER TO AVOID JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY
FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM
OVERLAP TO THE NEXT POST.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED
SECURELY TO THE UPSLOPE SIDE OF THE POSTS. EXTEND THE WIRE MESH
FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS. EXTEND THE WIRE
MESH SUPPORT TO THE BOTTOM OF THE TRENCH. FASTEN THE WIRE
REINFORCEMENT, THEN FABRIC ON THE UPSLOPE SIDE OF THE FENCE POST.
WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8
FEET APART. SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE GROUND
A MINIMUM OF 24 INCHES.
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE
WIRE MESH SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC DIRECTLY TO
POSTS. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE
STRENGTH.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG
THE PROPOSED LINE OF POSTS AND UPSLOPE FROM THE BARRIER.
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE
TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND
COMPACT. THOROUGH COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCE
PERFORMANCE.
10. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
MAINTENANCE:
INSPECT SEDIMENT FENCES ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY
REQUIRED REPAIRS IMMEDIATELY.
SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME
INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME
FOR THE NEXT RAIN AND REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID
UNDERMINING THE FENCE DURING CLEANOUT.
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.
SILT FENCE 2
NOT TO SCALE ccN1o1-1a2 ccNsal
SILT FENC
3' MAX.
3' FILTER FAE
ON GROUND
BURY 6" OF
IN TRENCH
CROSS SECTION FRONT VIEW
SILT FENCE STONE OUTLET 3
NO SCALE CCN101-102 CCN501
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TAMP SOIL FIRMLY z
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SOIL RETENTION MAT
NO. 11 MIN
(WOOD OR MANMADE FIBRE) GAUGE WIRE
y�~12" MAX 4:1 OR FLATTER
6" MAX STEEPER THAN 4:1
• • • . .CENTER ROW MAY BE ELIMINATED
• WHEN SLOPE IS LESS THAN 4:1
5' MAX 4:1 OR FLATTER
3' MAX STEEPER THAN 4:1
EDGE AND END JOINTS TO
BE OVERLAPPED 2" MIN
VAR. VAR.
NOTE:
SOIL STABILIZATION MATS SHALL BE INSTALLED PER MANUFACTURERS
SPECIFICATIONS.
SOIL STABILIZATION MATS SHALL BE PLACED ON ANY DISTURBED SLOPES
GREATER THAN 3:1.
SOIL STABILIZATION MAT -INSTALLATION
NO SCALE
LK�Pf[iY�[KNR.'Si71
CONSTRUCTION SPECIFICATIONS:
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND
OTHER OBJECTIONABLE MATERIAL AND PROPERLY GRADE IT.
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN
ON PLANS, AND SMOOTH IT.
Z 3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER
mi SUITABLE OUTLET.
oN 4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY OF THE
FOUNDATION IN LOCATIONS SUBJECT TO SEEPAGE OR HIGH WATER
TABLE.
MAINTENANCE:
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM
LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH
2" STONE. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP
SEDIMENT AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL
OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
TEMPORARY GRAVEL
CONSTRUCTION ENTRANCE EXIT ,
NOT TO SCALE ccN101-10CC
2 N501
CARO -,,
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CLAYTON
ENGINEERING &
m DESIGN, PLLC.
-,A No. No. P-1463 Q
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JOB NUMBER:
18023
DATE:
09/24/18
DRAWN BY:
EMB
CHECKED BY:
WSC
REVISIONS
NO
DESCRIPTION
DATE
CCN501
SHEET
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SEEDBED PREPARATION (SP)
SP -1 FILL SLOPES 3:1 OR STEEPER TO BE SEEDED WITH A HYDRAULIC SEEDER (PERMANENT SEEDINGS). GRASS LINED CHANNELS.
1. LEAVE THE LAST 4-6 INCHES OF FILL LOOSE AND UNCOMPACTED, ALLOWING ROCKS, ROOTS, LARGE CLODS AND OTHER
DEBRIS TO REMAIN ON THE SLOPE.
2. ROUGHEN SLOPE FACES BY MAKING GROOVES 2-3 INCHES DEEP, PERPENDICULAR TO THE SLOPE.
3. SPREAD LIME EVENLY OVER SLOPES AT RATES RECOMMENDED BY SEEDING METHODS (SM -1).
SP -2 FILL SLOPES 3:1 OR STEEPER (TEMPORARY SEEDINGS)
1. LEAVE A LOOSE, UNCOMPACTED SURFACE. REMOVE LARGE CLODS, ROCKS, AND DEBRIS WHICH MIGHT HOLD NETTING
ABOVE THE SURFACE.
2. SPREAD LIME AND FERTILIZER EVENLY AT RATES RECOMMENDED BY SEEDIMG METHODS (SM -3)
3. INCORPORATE AMENDMENTS BY ROUGHENING OR GROOVING SOIL SURFACE ON THE CONTOUR.
SP -3 GENTLE AND FLAT SLOPES
1. REMOVE ROCKS, AND DEBRIS.
2. APPLY LIME AND FERTILIZER AT RATES RECOMMENDED BY SEEDING METHODS (SM -2); SPREAD EVENLY AND
INCORPORATE INTO THE TOP 6" WITH A DISK, CHISEL PLOW, OR ROTARY TILLER.
3. BREAK UP LARGE CLODS AND RAKE INTO LOOSE, UNIFORM SEEDBED.
4. RAKE TO LOOSEN SURFACE JUST PRIOR TO APPLYING SEED.
14 DAY STABILIZATION CLAUSE
ALL DISTURBED AREAS WHICH ARE TO BE LEFT IDLE FOR PERIOD OF 14 DAYS OR LONGER ARE
TO RECEIVE TEMPORARY VEGETATION AND /OR MULCH.
SEEDING METHODS (SM)
SM -1 FILL SLOPES STEEPER THAN 3:1 (PERMANENT SEEDINGS) USE HYDRAULIC SEEDING EQUIPMENT TO APPLY SEED AND
FERTILIZER. APPLY 40001b/acre GROUND AGRICULTURAL LIMESTONE AND 10001b/acre 10-10-10 FERTILIZER. AFTER AUG
15, USE UNSCARFIED SEED FOR SERICEA LESPEDEZA. FOR NEATER APPERANCES, OMIT SERICEA AND SUBSTITUTE
401b/acre BAHIAGRASS OR 15Ib/acre BERMUDA GRASS (USE UNHULLED BERMUDA IN THE FALL).
SM -2 GENTLE TO FLAT SLOPES OR TEMPORARY SEEDINGS
1. BROADCAST SEED AT THE RECOMMENDED RATE WITH A CYCLONE SEEDER, DROP SPREADER, OR
CULTIPACKER SEEDER.
2. RAKE SEED INTO THE SOIL AND LIGHTLY PACK TO ESTABLISH GOOD CONTACT.
3. APPLY 40001b/acre GROUND AGRICULTURAL LIMESTONE AND 1000 Ib/acre 10-10-10 FERTILIZER.
4. BETWEEN MAR 31 -AUG 20, APPLY 501b/acre KOBE LESPEDEZA, KEEP MOWED; SEED PERMANENT
MIXTURE IN EARLY FALL.
SM -3 TEMPORARY SEDDING
1. APPLY 20001b/acre GROUND AGRICULTURAL LIMESTONE AND 7501b/acre 10-10-10
FERTILIZER.
SM -4 GRASS LINED CHANNELS; APPLY 4000Ib/acre GROUND AGRICULTURE LIMESTONE AND 10001b/acre
10-10-10 FERTILIZER. PLACE LININGS AS NOTED ON PLANS.
MULCH (MU)
MU -1 STEEP SLOPES (3:1 OR GREATER)
APPLY 1001b/1,000 sq. ft. GRAIN STRAW. COVER WITH NETTING AND STAPLE TO THE SLOPE.
MU -2 GENTLE SLOPES (LESS THAN 3:1)
APPLY 1001b/1,000 sq. ft. GRAIN STRAW. COVER WITH ASPHALT OR WITH NETTING AND
STAPLE TO THE SLOPE.
MU -3 APPLY 1001b/1000 sq. ft. AND ANCHOR STRAW BY STAPLING NETTING OVER THE TOP.
MAINTENANCE (MA)
MA -1 REFERTILIZE IN LATE WINTER OR EARLY SPRING THE FOLLOWING YEAR. MOW AS DESIRED.
RESEED, FERTILIZE, AND MULCH DAMAGED AREAS IMMEDIATELY.
EROSION CONTROL MAINTENANCE SCHEDULE
ALL SEDIMENT AND EROSION CONTROLS ARE TO BE INSPECTED AT LEAST ONCE EVERY SEVEN (7) CALENDAR DAYS AND AFTER ANY STORM EVENT
OF 0.5 INCHES OR GREATER OF PRECIPITATION DURING AND 24-HOUR PERIOD.
INSPECTION NOTES:
1. A RAIN GAUGE SHALL BE MAINTAINED IN GOOD WORKING ORDER ON THE SITE,
UNLESS ANOTHER RAIN MONITORING DEVICE HAS BEEN APPROVED BY THE
DIVISION OF WATER QUALITY.
2. A WRITTEN RECORD OF THE DAILY RAINFALL AMOUNTS SHALL BE RETAINED AND
ALL RECORDS SHALL BE MADE AVAILABLE TO DWQ OR AUTHORIZED AGENT UPON
REQUEST. (NOTE: IF NO RAINFALL OCCURRED, THE REPORT MUST RECORD
"ZERO")
3. EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSPECTED TO ENSURE
THAT THEY ARE OPERATING CORRECTLY. INSPECTION RECORDS MUST BE
MAINTAINED FOR EACH MEASURE. AT A MINIMUM, INSPECTION OF MEASURES MUST
OCCUR AT THE FREQUENCY INDICATED BELOW:
(a) ALL EROSION AND SEDIMENTATION CONTROL MEASURES MUST BE
INSPECTED AT LEAST ONCE EVERY SEVEN CALENDAR DAYS, AND
(b) ALL EROSION AND SEDIMENT CONTROL MEASURES MUST BE INSPECTED
WITHIN 24 HOURS AFTER ANY STORM EVENT OF GREATER THAN 0.50 INCHES OF
RAIN PER 24 HOUR PERIOD.
4. ONCE LAND DISTURBANCE HAS BEGUN ON THE SITE, STORMWATER RUNOFF
DISCHARGE OUTFALLS SHALL BE INSPECTED BY OBSERVATION FOR EROSION,
SEDIMENTATION, AND OTHER STORMWATER DISCHARGE CHARACTERISTICS.
INSPECTIONS OF THE OUTFALLS SHALL BE MADE AT LEAST ONCE EVERY SEVEN
CALENDAR DAYS WITHIN 24 HOURS AFTER ANY STORM EVENT OF GREATER THAN
0.50 INCHES OF RAIN PER 24 HOUR PERIOD.
5. INSPECTIONS ARE ONLY REQUIRED TO BE MADE DURING NORMAL BUSINESS HOURS.
6. THE PERMITTEE SHALL REPORT TO THE DWQ CENTRAL OFFICE OR APPROPRIATE
REGIONAL OFFICE ANY VISIBLE SEDIMENT BEING DEPOSITED IN ANY STREAM etc.,
ORALLY OR ELECTRONICALLY WITHIN 24 HOURS FROM THE TIME THE PERMITTEE
BECAME AWARE OF THE CIRCUMSTANCES.
7. A WRITTEN SUBMISSION OF THE REPORT SHALL BE PROVIDED WITHIN 5 DAYS OF
THE INCIDENT. WRITTEN REPORT SHALL CONTAIN DESCRIPTION OF THE SEDIMENT
DEPOSITION, AND ACTIONS TAKEN TO ADDRESS THE CAUSE OF THE DEPOSITION.
8. RECORDS OF INSPECTIONS MADE DURING THE PREVIOUS 30 DAYS SHALL REMAIN
ON THE SITE AND AVAILABLE DURING NORMAL WORKING HOURS. OLDER RECORDS
MUST BE MAINTAINED FOR THREE YEARS AFTER THE PROJECT IS COMPLETED.
ELECTRONIC RECORDS MAY BE USED, IF PROVIDING EQUAL ACCESS AND UTILITY
AS THE HARD COPIES.
9. SEE NCGO1 PERMIT FOR REQUIRED INFORMATION TO BE INCLUDED IN THE
INSPECTION RECORDS.
PER NCDEQ AND NPDES REQUIREMENTS, GROUND STABILIZATION MUST OCCUR WITHIN
7 DAYS ON PERIMETER AREAS AND SLOPES STEEPER THAN 3:1, AND GROUND
STABILIZATION MUST OCCUR WITHIN 14 DAYS ON OTHER AREAS.
NPDES STORMWATER DISCHARGE PERMIT FOR CONSTRUCTION ACTIVITIES (NCG01) NCDENR/DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STABILIZATION TIMEFRAMES
(EFFECTIVE AUG. 3, 2011
SITE AREA DESCRIPTION
SEEDING MIXTURE
SEEDBED
20 %
PERIMETER DIKES, SWALES,
7 DAYS
NONE
AREA
DITCHES, SLOPES
800 PSI
PERMANENT TEMPORARY
PREPARA-
SEEDING
7 DAYS
MAINTE-
80 %
NO.
DESCRIPTION
SEASON
Ib/ac Ib/ac
TION
METHOD
MULCH
NANCE
NOTES
1
STEEP
AUG 20 -
TALL FESCUE 100
14 DAYS
SP -1
SM -1
MU -1
MA -1
BETWEEN MAY 1 -
'
SLOPES; LOW
OCT 30
SERICEA LESPEDEZA 30
m
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AUG 15, ADD 101b/acre
LL]
MAINTENANCEFEB
1 -
KOBE LESPEDEZA 10
2-7
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GERMAN MILLET OR
(GREATER
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151b/acre SUNDAN
THAN 3:1)
APR 15
cr
GRASS. PRIOR TO
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MAY 1 OR AFTER
CIVIL
0
AUG 15 ADD 401b/acre
M
RYE GRAIN
2
LOW
AUG 20 -
BLEND OF 225
c�
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APPLY 401b/acre OF
o
MAINTENANCE
OCT 25
TWO TURF-
O
NITROGEN AFTER A
AREAS
(3:1 SLOPES
FEB 1
TYPE FESCUES
Lu
JOB NUMBER:
STAND OF GRASS HAS
18023
OR LESS)
-
MAR
SP -3
SM -2
MU -2
MA -1
BEEN ESTABLISHED.
31
CHECKED BY:
WSC
AVOID APPLYING
REVISIONS
NO.
DESCRIPTION
DATE
NITROGEN DURING THE
BLEND OF TWO 25
SUMMER MONTHS.
SHEET
9 OF
14
KENTUCKY
SEE SM -2 (NOTE 4)
BLUEGRASS
VARIETIES.
3
TEMPORARY
JAN 1 -
RYE GRAIN 120
TREAT TEMPORARY
SEEDING
MAY 1
KOBE LESPEDEZA 50
DIVERSION AS LOW -
SP -2
SM -3
MU -1
MA -1
MAINTENANCE, PERMANENT
(AREA 2)
MAY 1 -
GERMAN MILLET 40
AUG 15
TOPSOIL STOCK -
AUG 15 -INCLUDE
RYE GRAIN 120
PILES HERE
DEC 30
4
GRLIASASS
FEB 1 -
TALL FESCUE 200
BETWEEN APR 15 -
NED
APR 15
AUG 20, PLACE GERMAN
CHANNELSMILLET
SP -1
SM -4
MU -3
MA -1
AT 40Ib/acre.
AUG 20 -
TALL FESCUE 200
BETWEEN NOV 1 -
OCT 30
FEB 1, PLACE RYE GRAIN
1201b/acre, & KOBE
LESPEDEZA 501b/acre
PER NCDEQ AND NPDES REQUIREMENTS, GROUND STABILIZATION MUST OCCUR WITHIN
7 DAYS ON PERIMETER AREAS AND SLOPES STEEPER THAN 3:1, AND GROUND
STABILIZATION MUST OCCUR WITHIN 14 DAYS ON OTHER AREAS.
NPDES STORMWATER DISCHARGE PERMIT FOR CONSTRUCTION ACTIVITIES (NCG01) NCDENR/DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STABILIZATION TIMEFRAMES
(EFFECTIVE AUG. 3, 2011
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
20 %
PERIMETER DIKES, SWALES,
7 DAYS
NONE
MULLEN BURST
DITCHES, SLOPES
800 PSI
TRAPEZOID TEAR
ASTM D-4533
HIGH QUALITY WATER (HOW) ZONES
7 DAYS
NONE
80 %
APPARENT OPENING SIZE
ASTM D-4751
IF SLOPES ARE 10' OR LESS IN LENGTH
FLOW RATE
SLOPES STEEPER THAN 3:1
7 DAYS
AND ARE NOT STEEPER THAN 2:1,
ASTM D-4491
0.55 SEC -1
PERMITTIVITY
14 DAYS ARE ALLOWED
1.5 SEC -1
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES
GREATER THAN 50' IN LENGTH
<
ALL OTHER AREAS WITH
14 DAYS
NONE, EXCEPT FOR PERIMETERS
'
SLOPES FLATTER THAN 4:1
AND HQW ZONES
SEQUENCE OF CONSTRUCTION ACTIVITIES:
1. DETERMINE AND MARK LIMITS OF DISTURBANCE.
2. NOTIFY THE ARO INSPECTOR BEFORE ANY LAND DISTURBING ACTIVITY IS
STARTED.
3. CONSTRUCT STABILIZED CONSTRUCTION ENTRANCE.
4. PLACE PERIMETER SEDIMENT FENCE, CONSTRUCT SEDIMENT BASINS.
5. REMOVE TOPSOIL AND STOCKPILE FOR USE ON SLOPES.
6. STOCKPILE AREA IS DESIGNATED ON PLANS OR AS DIRECTED BY ENGINEER.
7. PLACE REMAINING SEDIMENT FENCES, ROUGH GRADE SITE, CONSTRUCT
CHANNELS, INSTALL CHANNEL LININGS.
8. CONSTRUCT STORM DRAINAGE. EXCAVATED DROP INLET PROTECTION AND
OUTLET PROTECTION TO BE CONSTRUCTED CONCURRENTLY WITH STORM DRAINS.
9. PLACE TEMPORARY SEEDING ON ALL DISTURBED AREAS.
10. COMPLETE FINAL GRADING.
11. PLACE PERMANENT SEEDING AND DO FINAL LANDSCAPING.
12. NOTIFY THE ARO INSPECTOR AFTER SITE IS STABILIZED.
13. REMOVE TEMPORARY EROSION CONTROL MEASURES AFTER SITE IS STABILIZED.
14. NO EROSION CONTROL DEVICES CAN BE REMOVED WITHOUT PRIOR APPROVAL
FROM THE INSPECTOR.
PARTIAL PLAN
HOLD-DOWN STAKES
AT 10' SPACING
ALONG SLOPE
15" FLEXIBLE PIPE
> diel a mw -3-d lxilX.XY_1:
TO GO THROUGH DIKE
4'-0"
MIN
2
1�
PIPE 11
V��
H = V_8"
.�' CONSTRUCTION SPECIFICATIONS:
1. THE TOP OF THE EARTH DIKE OVER THE INLET PIPE AND THOSE
STAKE DIKES CARRYING WATER TO THE PIPE SHALL BE AT LEAST 1 FOOT
HIGHER AT ALL POINTS THAN THE TOP OF INLET PIPE.
TIE DOWN AT END 2. THE PIPE SHALL BE FLEXIBLE WITH WATER TIGHT CONNECTING
BANDS. FLEXIBLE PIPE SHALL BE STAKED ON EITHER SIDE.
4'-0" 3. A RIP RAP APRON SHALL BE PROVIDED AT THE OUTLET, IF
RIPRAP PAD MIN EMPTYING INTO A DISTURBED AREA.
4. THE SOIL AROUND AND UNDER THE INLET PIPE AND ENTRANCE
SECTION SHALL BE HAND TAMPED IN 4" LIFTS TO THE TOP
IAMMH
N �00�0�00�0�00 �0�00 / PROFILE 5. FOLLOW-UP INSPECTION AND ANY NEEDED MAINTENANCE SHALL
BE PERFORMED AFTER EACH STORM.
1'-6" 1'-0" FLEXIBLE PIPE SLOPE DRAIN 10
NOT TO SCALE CCN1o2 CCN502
2'-0"
MIN RIP RAP CHECK DAMS
SFR ....... �9� pR 6" FREEBOARD
�F4, Fvo
STEEP CUT OR FILL111
_-
SLOPE -ITT Ft F TIT=_1 Ff=ITI _U t=__1 I '� -
I I I I I I -III -III -III -III III I I I I
II II-=
-11111 S-0"
CONSTRUCTION SPECIFICATIONS: NAG LINER
- SC150BN, STAPLE PATTERN "C"
III 1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS AND OTHER
III OBJECTIONABLE MATERIAL.
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALL DESIGN
REQUIREMENTS.
3. ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT THAN THE DESIGN
ELEVATION PLUS SPECIFIED SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND
CLEANOUT.
5. VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT WILL REMAIN IN PLACE
LESS THAN 30 WORKING DAYS.
MAINTENANCE:
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE
SEDIMENT FROM THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS
AND MAKE TIMELY REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS PERMANENTLY STABILIZED,
REMOVE THE RIDGE AND THE CHANNEL TO BLEND WITH THE NATURAL GROUND.
TEMPORARY DIVERSION DITCH
NOT TO SCALE CCN101-102 ccIN502
PAVEMENT
SHOULDER NOTE:
DITCH CHECK TO BE REMOVED
TEMP. STONE INSIDE CLEAR ROADSIDE RECOVERY
DITCH CHECK AREA PRIOR TO TRAFFIC OPERATIONS.
SPACING = HEIGHT OF DITCH CHECK x 100
SLOPE
'K
CLASS B STONE
BACK SLOPE
TEMPORARY STONE
DITCH CHECK
CLASS A OR
CLASS B STONE _ z
DITCH
SLOPE
EDGE OF
BACK \
SLOPE
\ ISOMETRIC VIEW
SHOULDER PAVEMENT
SEE PLANS FOR
PROP. SHLD. DESIGN
ALTERNATE
PROP. TRENCH SECT.
DITCH SLOPE
TYPICAL CROSS SECTION
ROADWAY GRADE POINT
SHOULDER POINT
z
CLASS A OR
CLASS B STONE
_ w
N DITCH POINT
4' TO 6'
TYPICAL LONGITUDINAL SECTION
RIP -RAP CHECK DAM
NOT TO SCALE
INSTALLATION DETAIL
DUMP STRAP
1" REBAR FOR BAG T
REMOVAL FROM INLET
SILTSACK�
1.25 LB/LINEAR FT
STEEL POSTS
ATTACH 19-GUAGE HARDWARE CLOTH
(1/4 MESH OPENINGS) TO POSTS
WITH WIRE TIES AT THE TOP, MIDDLE
---- BOTTOM
FOLD HARDWARE CLOTH TO
OVERLAP ENDS AND SECURE
TO POSTS WITH WIRE TIES -
N I I II
POST INSTALLATION DETAIL
NCDOT #5 OR #57
WASHED STONE
I '
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o III' -III'
N =III=III
3111 =I 111'
BURY HARDWARE CLOTH
2'-0" MIN
FILTERED
WATER
STONE AND HARDWARE CLOTH
2 EACH
DUMP STRAP
EXPANSION RESTI
(1/4" NYLON RO
2" FLAT WASHER:
INSTALLATION DETAIL
Cz
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LO
TEMPORARY STORM
DRAINAGE INLET PROTECTION
NOT TO SCALE
L BURY HARDWARE CLOTH
(SEE DETAIL)
HARDWARE CLOTH INSTALLATION DETAIL
CONSTRUCTION SPECIFICATIONS:
1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING THE
INLET.
2. DRIVE 5 -FOOT STEEL POSTS 2 FEET INTO THE GROUND
SURROUNDING THE INLET. SPACE POSTS EVENLY AROUND THE
PERIMETER OF THE INLET, A MAXIMUM OF 4 FEET 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 -FOOT FLAP OF THE WIRE
MESH UNDER THE GRAVEL FOR ANCHORING IS RECOMMENDED.
4. PLACE CLEAN GRAVEL (NCDOT #5 OR #57 STONE) ON A 2:1
SLOPE WITH A HEIGHT OF 16 INCHES AROUND THE WIRE, AND
SMOOTH TO AN EVEN GRADE.
5. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED,
REMOVE ACCUMULATED SEDIMENT, AND ESTABLISH FINAL GRADING
ELEVATIONS.
6. COMPACT AREA PROPERLY AND STABILIZED IT WITH GROUNCOVER
MAINTENANCE:
INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT
(1/2" OR GREATER) RAINFALL EVENT. CLEAR THE MESH WIRE OF
ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR
SUBSEQUENT RAINS. TAKE CARE NOT TO DAMAGE OR UNDERCUT
THE WIRE MESH DURING SEDIMENT REMOVAL. REPLACE STONE AS
NEEEDED.
CCN101-102
BAG D ETAI L
EXPANSION RE
DUMP STRAP
INSTALLATION DETAIL
SILT SACK
NOT TO SCALE CCN 102 CCN502
S I LTSAC Ko
SPECIFICATIONS
NOTE: THE SILTSACK oWILL BE MANUFACTURED FROM A WOVEN POLYPROPYLENE
FABRIC THAT MEETS OR EXCEEDS THE FOLLOWING SPECIFICATIONS.
REGULAR FLOW SILTSACKo
(FOR AREAS OF LOW TO MODERATE PRECIPITATION AND RUN-OFF)
PROPERTIES TEST IEIIIOD UNTS
GRAB TENSILE STRENGTH
ASTM D-4632
300 LBS
GRAB TENSILE ELONGATION
ASTM D-4632
20 %
PUNCTURE
ASTM D-4833
120 LBS
MULLEN BURST
ASTM D-3786
800 PSI
TRAPEZOID TEAR
ASTM D-4533
120 LBS
UV RESISTANCE
ASTM D-4355
80 %
APPARENT OPENING SIZE
ASTM D-4751
40 US SIEVE
FLOW RATE
ASTM D-4491
40 GAL/MIN/SQ FT
PERMITTIVITY
ASTM D-4491
0.55 SEC -1
HI -FLOW SILTSACKo
(FOR AREAS OF MODERATE TO HEAVY PRECIPITATION AND RUN-OFF)
PROPERRES To 1E1a
URTS
GRAB TENS LE STRENGTH
ASTM D-4632
265 LBS
GRAB TENSILE ELONGATION
ASTM D-4632
20 %
PUNCTURE
ASTM D-4833
135 LBS
MULLEN BURST
ASTM D-3786
420 PSI
TRAPEZOID TEAR
ASTM D-4533
45 LBS
UV RESISTANCE
ASTM D-4355
90 %
APPARENT OPENING SIZE
ASTM D-4751
20 US SIEVE
FLOW RATE
ASTM D-4491
200 GAL/MIN/SQ FT
PERMITTIVITY
ASTM D-4491
1.5 SEC -1
011-ARSORRANT SII MACK o
(FOR AREAS WHERE THERE IS A CONCERN FOR OIL RUN-OFF OR SPILLS)
DEPENDING ON YOUR PARTICULAR APPLICATION, THE SILTSACK CAb BE MADE FROM
EITHER ONE OF THE ABOVE FABRICS WITH AN OIL-ABSORBANT PILLOW INSERT OR,
MADE COMPLETELY FROM AN OIL-ABSORBANT SILTSACK q WITH A WOVEN PILLOW INSERT.
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JOB NUMBER:
18023
DATE:
09/24/18
DRAWN BY:
EMB
CHECKED BY:
WSC
REVISIONS
NO.
DESCRIPTION
DATE
CCN502
SHEET
9 OF
14

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ALL TREES SHALL MEET AMERICAN STANDARD FOR NURSERY STOCK (ANSI Z60.1-2004)
FOR EXAMPLE: CALIPER HEIGHT (RANGE) MAX. HEIGHT MIN. ROOT BALL DIA. MIN. ROOT BALL DEPTH
2" 12-14' 16' 24"
3" 14-16' 18' 32"
16"
21"
NOTES:
1. REMOVE WIRE AND NYLON TWINE FROM BALL AND CANOPY.
2. SOAK ROOT BALL AND PLANT PIT IMMEDIATELY AFTER INSTALLATION.
3. STAKING IS REQUIRED FOR ALL TREES IN R.O.W. OR UPON
REQUEST OF ARBORIST.
4. REMOVE EXCESS SOIL FROM SITE AND DISPOSE OF IN A
LEGAL MANNER. 3/4" NYLON STRAP
5, RESEED UNMULCHED, DISTURBED AREAS.
ROOT CROWN TO
BE AT FINISH GRADE
4" HIGH / 6" WIDE MAXIMUM
BERM OUTSIDE OF ROOTBALLS
3 - 1"x2"x18" WOOD STAKES
WITH CENTERED 3/8" HOLE
DRIVEN IN LINE WITH STRAP
EQUALLY SPACED AROUND TREE
REMOVE TYPICAL EXCESS SOIL_ 111111w
FROM ROOT CROWN
REMOVE TOP 1/3 BURLAP
AND ANY NAILS/PINS, ETC.
REMOVE TOP 1/3 OF WIRE
BASKET WHERE PRESENT
RAISE PIT BOTTOM TO SET ROOT CROWN
AT THE CORRECT HEIGHT. FIRM SOIL UNDER ROOT BALL.
i.. SLIP KNOT WITH STOP KNOT.
6" LARGER THAN TREE DIAMETER
KEEP MULCH AWAY FROM
TRUNK 1" TO 2"
!mTEgIIIIImIIIIlwNDISTURBED SOILIIII
ROOT BALL DIA.12"
VARIES
TREE PLANT NG
(FOR SINGLE AND MULTI—STEM TREES)
gin ham Estate � —
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C
as
Snnle Bingham523, Pa e 165 S
Book of Records g
Plat Book 9, P°ge 150 z
00
PPIN 89319 P 31500 �
/. 02
�90
of l�
CSsh.�
Snle
00 VIN"
of records 2 page°94g� �
B ok g Paaa,e 1 000
/ Plat 8 5�-3625
� PIN 293 \IV
\ \ I
_4" MAXIMUM LAYER OF MULCH
FINISH GRADE
BACKFILL AS SPECIFIED
NOT TO SCALE
d wile, ooc
Srry Sayers a Sayers z
Geraldine M e 465 I
of Records 15,43139 pp0
Book PIN 2931-01 I
I
cont. R�w MF
TYP. COLLAR
MIN. 2" HT.
4" LAYER
OF APPROVED -
MULCH
4
"V" TRENCH AROUND
ENTIRE PLANTING BED
EDGE OF
PLANTING BED
SPACING VARIES
SEE LANDSCAPE PLAN
,
6 y z
-PLANT MIX TAMP SOIL MIX UNDER
EACH PLANT BALL TO
MINIMIZE SETTLEMENT
TYPICAL PLANTING BED DETAIL
CROWN HEIGHT
IN INCHES
EQUALS MEDIAN
WIDTH IN FEET
TO 12" MAX.
FINAL
1 GRADE
10" ',EX. —\
f—10' (EX.)�EXISTING
GRADE
TYPICAL BED CROWNING
NOTES:
1. SCARIFY ROOT MASS OF
CONTAINERIZED PLANT MATERIAL.
2. INSTALL CONTAINERIZED PLANTS AT
FINSHED GRADE
3. TAMP PLANTING MIX FIRMLY
AS PIT IS FILLED AROUND
EACH PLANT BALL.
4. OMIT COLLAR AROUND EACH SHRUB
WHEN IRRIGATION SYSTEM IS PRESENT.
5. SOAK EACH PLANT BALL AND
PIT IMMEDIATELY AFTER
INSTALLATION.
1'P.
TAGGERED
ROWS
EQUAL SPACING J EDGE OF
BETWEEN ALL PLANTS PLANTING
BED
TYPICAL PLANTING BED PLAN
NOT TO SCALE
SHRUB PLANT NG BED
Columbus Book 0f Records qq
Plat 8OA1 1 6816-000 I� 3o'
PIN 2 I right of way I
I I
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01 _
d
�' S S. H i h -'
way X21
LANDSCAPE PLAN
SCALE: 1" = 30'
� ' a F . Strickland
Cell 515 Page 645
I gook °PIN 2931 01-b�111-000
I
LANDSCAPE LEGEND
KEY
QUANTITY
COMMON NAME
z
(BOTANICAL NAME)
LARGE CANOPY TREES
01
2
AMERICAN ELM
0
(ULMUS AMERICANA)
02
2
WILLOW OAK
Q
(QUERCUS PHELLAS)
03
3
RIVER BIRCH
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(BETULA NIGRA)
LANDSCAPE NOTES:
(1) NEW PLANTING STANDARDS
NEW PLANTINGS SHALL COMPLY WITH THE FOLLOWING STANDARDS:
(A) MINIMUM SIZE
(1) DECIDUOUS CANOPY OR SHADE TREES SHALL HAVE A MINIMUM HEIGHT OF
EIGHT FEET AND BE A MINIMUM OF TWO INCHES IN CALIPER AT THE TIME
OF PLANTING, AS DETERMINED IN THE AMERICAN STANDARD FOR NURSERY
STOCK, ANSI Z60.1-2004, AS AMENDED.
(2) UNDERSTORY, SMALL MATURING, OR ORNAMENTAL TREES SHALL HAVE A
MINIMUM HEIGHT OF SIX FEET AND BE A MINIMUM OF ONE—AND—ONE—
FOURTH (1 1/4) INCHES IN CALIPER AT TIME OF PLANTING, AS
DETERMINED IN THE AMERICAN STANDARD FOR NURSERY STOCK,
ANSI Z60.1-2004, AS AMENDED.
(3) EVERGREEN TREES SHALL HAVE A MINIMUM HEIGHT OF SIX FEET AND BE
A MINIMUM OF TWO INCHES IN CALIPER AT THE TIME OF PLANTING.
(4) MULTI—STEM TREES, WHETHER CANOPY OR UNDERSTORY, SHALL HAVE AT
LEAST THREE STALKS AND BE A MINIMUM OF EIGHT FEET IN HEIGHT
ABOVE GROUND LEVEL AT THE TIME OF PLANTING.
(5) LARGE SHRUBS SHALL BE AT LEAST THREE FEET IN HEIGHT AT THE TIME
OF PLANTING, AND SHALL REACH THE REQUIRED MINIMUM PERFORMANCE
HEIGHT WITHIN FOUR YEARS OF INSTALLATION.
(6) SMALL SHRUBS SHALL BE AT LEAST TWO FEET IN HEIGHT AT THE TIME OF
PLANTING, AND SHALL REACH THE REQUIRED MINIMUM PERFORMANCE
HEIGHT WITHIN FIVE YEARS OF INSTALLATION.
(7) IN CASES WHERE AN AGGREGGATE CALIPER INCH (ACI) REQUIREMENT IS
UTILIZED TO DERIVE A REQUIRED AMOUNT OF VEGETATION, AND THE ACI
FIGURE INCLUDES A FRACTION, AND APPLICANT MAY:
(A) UTILIZE A TREE OR TREES WITH A CALIPER INCH MEASUREMENT
EXCEEDING THE MINIMUM SIZE AT TIME OF PLANTING STANDARD
OF THIS SUBSECTION IN ORDER TO MEET THE REQUIRED ACI; OR
(B) ROUND THE ACI FIGURE UPWARDS UNTIL THE FIGURE
CORRESPONDS WITH A WHOLE NUMBER OF TREES MEETING THE
MINIMUM SIZE AT TIME OF PLANTING STANDARD.
(8) IN CASES WHERE APPLICATION OF THE REQUIREMENTS IN THE SUBSECTION
RESULT IN A FRACTION IN THE NUMBER OF SHRUBS TO BE PROVIDED,
THE MINIMUM NUMBER OF SHRUBS TO BE PROVIDED SHALL BE ROUNDED
UPWARDS TO THE NEXT HIGHEST WHOLE NUMBER.
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JOB NUMBER:
18023
DATE,
09/24/18
DRAWN BY:
EMB
CHECKED BY:
WSC
REVISIONS
NO.
DESCRIPTION
DATE
LSN 101
SHEET
10 OF
14

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SECTION 02222 - EXCAVATION, BACKFILLING, AND COMPACTING FOR UTILITIES
PART 1 -GENERAL
1.01 SUMMARY
This section includes the excavation, bedding and backfilling of utilities necessary to perform work indicated on drawings and contract documents.
1.02 RELATED REQUIREMENTS
Construction drawings
Specs. Section 02110 SITE PREPARATION
Specs. Section 02200 EARTHWORK
1.03 SUBMITTALS
A. Shop drawings or details pertaining to site utilities are not required unless use of materials, methods, equipment or procedures contrary to drawings
or these specifications are proposed. Do not perform work until required shop drawings have been accepted by Owner.
B. The Contractor shall contact all utility companies and determine if additional easements will be required to complete the project. Contractor
shall provide written confirmation of the status of all easements to the owner's Construction Manager at the time of the preconstruction
conference or no later than 90 days prior to the project possession date.
PART 2 -PRODUCTS
A. Bedding Material: Processed sand and gravel free from clay lumps, organic or other deleterious material and complying with following
gradation requirements:
U.S. Sieve Size Percent Passing (by weight)
1 inch 100
3/4 -inch 90-100
3/8 -inch 20-55
No. 4 0-10
No.8 0-5
B. Steel Casing Pipe: Comply with AWWA C-201 or C-202, minimumgrade B, size and wall thickness as indicated on drawings.
PART 3 -EXECUTION
3.01 SUMMARY
A. Set all lines, elevations and grades for utility and drainage system work and control system for duration of work, including careful maintenance of bench marks, property corners,
monuments or other reference points. Maintain in operating condition existing utilities, active utilities and drainage systems encountered in utility installation. Repair any surface or subsurface
improvement shown on drawings. Verify location, size, elevation and other pertinent data required to make connections to existing utilities and drainage systems as indicated on drawings.
Contractor shall comply with local codes and regulations.
3.02 EXCAVATION, TRENCHING AND BACKFILLING
A. Perform excavation as indicated for specified depths. During excavation, stockpile materials suitable for backfilling in orderly manner far enough from bank of trench to avoid
overloading, slides or cave-ins.
B. Remove excavated materials not required or not suitable for backfilling or embankments and waste off-site. Any structures discovered during excovation(s) shall be disposed of as
specified.
C. Prevent surface water from flowing into trenches or other escalations by temporary grading or other methods, as required. Remove accumulated water in trenches or other
excavations by pumping or other acceptable methods.
D. Open cut excavation with trenching machine or backhoe. Where machines other than ladder or wheel -type trenching machines are used, do not use clods for backfill. Dispose of
unsuitable material and provide other suitable material at no additional cost to owner.
E. All excavation shall be unclassified.
3.03 TRENCH EXCAVATION
A. The local utility companies shall be contacted before excavation shall Dig trench at proper width and depth for laying pipe, conduit or Cut trench banks as nearly vertical as practical
and remove stones as necessary to avoid point -bearing. Over -excavate rock, wet or unstable soil, if encountered, from trench bottom as necessary to provide suitable base for continuous
and uniform bedding as directed by soils engineer.
B. All trench excavation side walls greater than 5 feet in depth shall be sloped, shoring, sheeted braced or other wise supported b means of the sufficient strength to protect the
9 P P 9. � PP Y 9
workmen within them in accordance with the applicable rules and regulations established for construction by the Department of Labor, Occupational Safety and Health Administration and by
local ordinances. Lateral travel distance to an exit ladder or steps shall not be greater than 25 feet in trenches 4 feet or deeper.
C. Accurately grade trench bottom to provide uniform bearing and support for each section of pipe on bedding material at every point along entire length, except where necessary to
excavate for bell holes, proper sealing of pipe joint, or other required connections. Dig bell holes and depressions for joints after trench bottom has been graded. Dig no deeper, longer or
wider than deeded to make joint connection properly.
D. Trench width requirements below the to of the pipe shall not be less than 12" not more than 18" wider than outside surface of an pipe or conduit that is to be installed to
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designated elevations and grades. All other trench width requirements for pipe, conduit or cable shall be at least practical width that will allow for proper compaction of trench backfill.
E. Trench depth requirements measured from finished grade or paved surface shall meet the following requirements or applicable codes and ordinances.
1. Water Mains: 36" to top of pipe barrel
2. Sanitary Sewer: Elevations and grades as indicated on drawings.
3. Storm Sewer: Depths, elevations and grades as shown on drawings.
4. Electrical Conduits: 24" minimum to top of conduit or as required by NEC 300-5, NEC 710-36 codes or the local utility company requirements, whichever is deeper.
5. TV Conduits: 18" minimum to top of conduit or as required by the local utility company, whichever is deeper.
6. Telephone Conduits: 18" minimum to to of conduit or as required b the local utility company, whichever is deeper.
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7. Gas Mains and service: 30' minimum to top of pipe, or as required by the local utility company, whichever is deeper.
3.04 SHEETING AND BRACING
Provide sheeting and bracing, when necessary, in trenches and other excavations where protection of workmen required. Sheeting may be removed after sufficient backfilling to protect
against damaging or injurious caving.
3.05 PIPE BEDDING
Accurately cut trenches for pipe or conduit that is installed to designed elevations and grades to line and grade from 4" below bottom of pipe and to width as specified. Place 4" of bedding
material, compact in bottom of trench, and accurately shape to confirm to lower portion of pipe barrel. After pipe installation, place select backfill as determined in Section 02200, and
compact in maximum 8" layers measured loose to the top of the trench.
3.06 TRENCH BACKFILLING
A. Criteria: Trenches shall not be backfilled until required test are performed and the utility systems comply with and are accepted by applicable governing authorities. Backfilling trenches
as specified. If improperly backfilled, reopen to depth required to obtain proper compaction. Backfill and compact, as specified, to properly correct condition in an acceptable manner.
B. Backfilling: After pipe or conduit has been installed, bedded and tested as specified, backfill trench or structure excavation with specified material placed in 8" maximum loose lifts.
Compact to minimum density of 98% of optimum density in accordance with ASTM D 698.
C. Compaction: Exercise proper caution when compacting immediately over top of pipes or conduits. Water jetting or flooding is not permitted as method of compaction.
D. Compaction Testing: If determined by the owner and at the owner's expense an independent testing laboratory shall perform test at intervals not exceeding 200'-0' or trench for the
first and every other eight -inch (8") lift of compacted trench backfill and furnish copies of test results as specified.
SECTION 02401 -WATER VALVES, VALVE BOXES,
AIR RELIEF VALVES AND TAPPING SLEEVE & VALVES
1.1 INTRODUCTION
This section covers the requirements for furnishing and installing the abovementioned items and their respective appurtenances as detailed on the plans. This shall include all labor, equipment, materials and
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incidentals that are necessary to complete installation of subject items in accordance with the plans and specifications. All supplied materials shall be of a type and class as specified hereiThis section will
specify storage and handling, excavation, bedding, laying and coupling of joints and backfilling. All construction shall be as specified as herein, unless written deviation is received from the Engineer. Work
under this section shall be measured by the actual number of components and paid for at unit prices established in the Contract.
1.2 CATALOG CUT SUBMITTALS
Contractor shall submit 4 copies of catalog cuts to Engineer for review for all materials that are required to complete the work as described in the associated plans. Engineer will retain two sets of original
submittals and return two sets to the Contractor with the appropriate response annotated.
1.3 STORAGE AND HANDLING
The Contractor shall inspect the materials upon receipt for visible defects prior to off loading. The Contractor shall unload all valves and appurtenances as so to avoid any deformation or other injury. The
Contractor shall implement appropriate measures during storage such that no storm water may pass through or encumber the materials. All materials shall be stored in such a manner that they will drain
and so protect them
from contamination or freezing. If any material is found to be defective during installation, then same material shall be removed and replaced with appropriate quality and type at the Contractors expense.
1.4 MATERIALS
A. Gate Valves:
All Gate Valves shall as a minimum reflect a rating of 200 psi, contain clearway equal to the full nominal diameter of the adjoining pipe, be open left operation (counterclockwise), reflect the name and date
of manufacture, be of non -rising stem type, contain a directional arrow for operation cast into the body, have a 2" operating nut for control and contain Mechanical Joint connections. All requirements shall
be meet unless specified on the plans or directed by the Engineer in writing. All materials shall withstand a hydraulic test pressure of equal to twice the rated pressure and Contractor shall provide written
proof of test from manufacturer
upon request.
A.1 Resilient Seated Wedge Valve:
Gate Valves 2" through 36" diameter shall be of cast iron or ductile iron body, resilient seated wedge type valves conforming to the requirements of AWWA Standard C 509 and/or AWWA Standard C 500.
Unless specifically approved in writing by the Engineer all valves shall be from one manufacturer and all parts interchangeable.
Gate valves shall conform to ASTM A-536 as it relates to cast iron or ductile iron manufacturer of the body, bonnet and gate. Shell thickness of components shall conform to the thickness in Table 2, Sect.
4.4 of AWWA Standard C 509 or AWWA Standard C 500 as appropriate. Valve body and bonnet coating shall conform to AWWA Standard C 550 and include fusion bonded epoxy coating for the interior and
exterior surfaces of the valve. The gate shall be completely covered with a rubber coating securely fixed to all ferrous surfaces. The gate and rubber coating shall conform to
ASTM D429. Valve stems shall be of cast bronze construction. Valves shall contain a stuffing box, which located above the thrust collar, which will contain 0 -rings for sealing. The valve shall be of type
construction that allows replacement of the ring seals while the valve is fully open and under pressure. Valves 16" and larger in diameter shall be designed and constructed in such a manner as to include
beveled reduction gears to reduce the number of turns and torque required to operate valves.
A.2 Double Disc Valves:
Gate valves larger than 36° diameter shall be ductile iron body, double disc parallel seat conforming to AWWA Standard C 500. All valves shall be from one manufacturer with interchangeable parts. Gate valves
shall conform with ASTM A 536 as it relates to manufacturer of body, bonnet and gate constructed of ductile iron. Entire valve body and bonnet shall be coated on interior and exterior surfaces.
Gates shall be constructed of cast iron smooth and continuous without pockets on either face. Cam surfaces shall be open to the bottom. Gate ring seals shall be inserted into a dovetail groove under
pressure and make up a single insertable finish. Gate valves shall operate as a bottom wedging design with a two-part wedge contact. Wedge and Hook shall be separate castings. Valve stems shall be of
cast bronze construction. Valves shall contain a stuffing box, which located above the thrust collar, which will contain 0 -rings for sealing. The valve shall be of type construction that allows replacement of
the ring seals while the valve is fully open and under pressure. Valves 16" and larger in diameter shall be designed and constructed in such a manner as to include beveled reduction gears to reduce the
number of turns and torque required to operate valves. All rollers, tracks and scrapers shall be of bronze casting. Bypasses shall be supplied and installed as a part of all valves. Bypass shall be a minimum
of 3" diameter and operating mechanism shall be of resilient seated wedge type.
A. Valve Boxes:
All valve boxes shall be adjustable screw type with a base sized to fit over the valve yoke and a lid with "water" cast integral. All valve boxes shall be constructed of domestic or foreign cast iron that
complies with the requirements of ASTM A 48. Valve boxes shall be the appropriate range of adjustment for the site and Contractor should minimize the use of extensions.
B. Air Valve:
All air valves shall operate as both an air/vacuum valve and air release valve simultaneously in one unit. The air/vacuum portion of the appurtenance shall operate such that during the filling operation, or
when necessary, it will allow large amounts of air to be expelled from the line to avoid substantially compressing air in the line and also operate to effectively allow air to reenter the line in the case that
internal pressures would approach negative values, such as happens with line breaks or separations. The air release portion of the valve shall operate such that it automatically releases minute amounts of air
as necessary while in service. All air valves shall contain a rating of 150 psi with a test rating of 300 psi. Body and cover shall be manufactured of cast iron conforming to ASTM A126, Class B. The float
shall be stainless steel with stainless steel guide and rated to withstand ultimate system surge pressure successfully. Valves 4" and larger shall have floats of stainless steel with dual stainless steel guides
and rated to withstand
ultimate system surge pressure successfully. The body and cover shall be constructed of cast iron and be concentrically located. All internal parts shall be stainless steel or Buna-N rubber.
A. Tapping Sleeve and Valve:
All sleeves shall have flanged outlet of appropriate size and strength to accommodate the tapping valve. Topping valve shall be resilient seat wedge ate valve design with each flange capable of accepting
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the sleeve, tap machine face, or mechanical joint connection to adjacent pipe. Tapping sleeves up to 12" shall be Stainless Steel Wrap Around type. Tapping sleeves 12" and larger shall be Ductile Iron Full
Body type. All tapping sleeve and valves shall be of the size and type detailed on the plans. Stainless steel tapping sleeves shall be constructed of two-piece stainless steel jointed by grade 18-8 stainless
steel bolts. The gasket shall be girded virgin SBR compound rated for water service per ASTM D2000 and the gasket shall provide full range pipe coverage. Outlet pipe shall be constructed of grade 18-8
stainless steel and be schedule 5. All sleeves shall contain a %"test outlet with brass plug
for the purpose of air testing the sleeve. All connections to the existing system shall be coordinated with the Water Purveyor having jurisdiction.
1.5 INSTALLATION
A. Excavation
This section shall cover the excavation and proper disposal of any and all materials disturbed during the construction of trenches which is further defined as all excavation necessary for the proper installation
storm or sanitary sewers and any appurtenances and waterlines and any appurtenances. This section shall further cover any work deemed appropriate by the Engineer. Excavation shall be done to the lines
and grades as depicted or detailed on the plans or as directed by the Engineer. All work involving this section shall be coordinated with any Grading, Site Utility work or other construction on the project site
and shall be maintained satisfactorily so that adequate drainage is provided at all times. Any roots that protrude into the trench lines shall be trimmed flush with the trench walls.
All excavation shall be open cut unless otherwise depicted on the plans or specifically authorized by the Engineer. If after excavation the bottom of the proposed trench is found to contain rock, materials
which can not be removed with standard and prudent construction equipment or is unsuitable for providing a uniform bearing surface then some material shall be removed to a depth not less than 8" below
proposed depth, backfilled with approved material and compacted. Excavation widths shall be such that not less than one full diameter of the pipe is clear between the outside face of the pipe and each
closest trench wall or inside face sheeting, shoring, or trench box as necessary. Excavated materials to be used during backfill operation shall be suitable material, significantly free from debris and/or rocks
and approved by the Engineer. Acceptable material which is excavated shall be neatly and compactly
deposited at the sides of the trench where space provides but at no time closer than 2' 0" from the closest side of the trench. When stockpiling of material is required, the Contractor at his expense shall do
so at an approved site and this site shall be kept and neat to avoid unsightly appearance. Stockpiling shall be arranged to allow for natural drainage without pollution of water by erosion.
B. Sheeting, Bracing and Trench Boxes
As appropriate reference to OSHA Regulation 1926.652(b), the Contractor will be required to keep the sides of excavation vertical by sheet, bracing or the use of trench boxes to prevent movement by slides
or settling of the side to prevent injury or displacement of PPa or appurtenance or diminished the required working space adjacent to pipe. Furthermore, the Contractor may be required, for
the purpose of preventing injury to persons, property or adjacent structures, to leave sheeting or bracing in place. All measures employed, when required, shall extend a minimum of 18" above existing grade
and a maximum of 48" above grade. In no case shall timbers, beams or other sheeting/bracing materials be left in the trench, which may form or promote voids that cannot easily be corrected during the
backfilling operation or compaction of backfill. It is agreed upon by these specifications that where it is necessary to leave sheeting or bracing intact and backfilled that the Owner is under no obligation to
pay Contractor for time or materials involved in constructing such measures. Contractor shall assume and accept any and all risk associated with or encumbered by failure to implement proper and necessary
sheeting, bracing or trench box use on any excavation and will be held responsible
for caving, settlement and all other damages resulting there from.
C. Valves
Prior to each installation, the Contractor shall make sure the interior is wiped clean and the valve is test operated by opening and closing. All valves shall be set with the operating mechanism plumb and at
the location depicted on the plans. Initial backfill shall be thoroughly compacted by hand around the valve body to a distance of 12" in all directions and compaction by mechanical means such as vibratory
trench roller or striking compactor shall be thoroughly achieved to a distance of 3' 0" each side.
D. Valve Boxes
A valve box shall be installed over every underground valve. All valve boxes shall be set plumb with the valve; the operating mechanism of the valve shall be centered in the top opening and their lid flush
with finished grade.
E. Air Valves
All air valves shall be installed in a cast iron meter box with a minimum of 18" by 24" clear inside dimension and at the exact location as depicted on the plans.
F. Topping in Sleeve and Valve
All tapping sleeves shall be installed at the exact location as depicted on the plans. All tapping sleeves shall be installed per strict conformance with manufactures specification, flange perfectly horizontal with
existing pipe and bolts tightened with a torque wrench to the proper specification. All tapping valves shall follow valve installation requirements. The tapping sleeve shall be air tested prior to
performing the tap into the existing line.
1.6 BACKFILLING AND COMPACTION
A. Trenches shall be backfilled immediately upon approval of pipeline construction.
B. Roadways and Crossing
Full depth and width of trench shall be backfilled b placing material in uniform layers not to exceed 12"thick and shall be thoroughly compacted b approved mechanical compactors under optimum moisture
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conditions. Compaction of the trench shall be to 95% as determined b Standard Proctor Test for all areas outside the paved area and an depth exceeding 18" below finished surface of asphalt. The to 18"
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of an trench direct) under pavement or within 36" of the edge of pavement shall be compacted to 100% as determined b Standard Proctor Test. If existing material is not suitable for obtaining compaction
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then select backfill shall be used when requested b the Engineer. All paving and base course affected shall be removed and replaced with new material of equal or better quality with like texture and color
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as the adjacent pavement. All backfill methods shall be in strict compliance with manufactures recommendations and all methods shall be instituted such that no damage, misalignment, or unjointing of the
pipe or appurtenances is experienced. Backfill shall be kept free of organics (grasses, sticks, stumps, roots etc.), stones (all stones over 1" diameter within first 12" of backfill and all stones over 2.5" diameter
for the remainder of the backfill), any frozen soil or other soil which is not suitable for backfill (highly plastic clay) or any other objectionable items. All backfill shall be installed and graded in a manner
that erosion or saturation will not negatively affect the backfilled area. Heavy equipment shall not be operated over any pipe or appurtenance until it has been properly backfilled and has minimum cover as
required by the plans. Where any part of the required cover is above proposed finished grade, the Contractor shall place, maintain and lastly remove such material at no additional cost to the Owner. Any
pipe or appurtenance, which becomes mis-aligned, shows excessive settlement or has been damaged by the Contractor shall be corrected or replaced as deemed necessary by the Engineer/Owner at no
additional cost to the Owner. Prior to acceptance, the Contractor shall properly maintain all installations in such a manner that they will operate without failure.
C. Finish Grading
All areas disturbed shall be graded to a continuous finish without irregularities or abrupt changes and shall not consist of areas, which will retain water or cause foreseeable future maintenance. Prior to
acceptance, all debris, excess material, trash or any unsightly occurrence shall be removed and the project site shall be in a neat and satisfactory condition.
SECTION 02500 -LEAKAGE TESTING
1.1 INTRODUCTION
All structures are required to be watertight and all pressure and gravity piping and pipelines shall be tested by the Contractor as directed by this section and/or the Engineer/Owner. All tests shall be
organized by the Contractor at the Engineers convenience. All labor, equipment, water, materials, gauges, meters and any other items shall be furnished by the Contractor at his expense. In the case of a
failed test, minor defects
will be corrected and retested immediately. Any failure due to a major defect will constitute stopping the test and rescheduling with Engineer/Owner.
1.2 STRUCTURES
All fluid containing structures shall be subject to a gravity pressure test by filling the structure with water to overflow, or as directed by the Engineer, and observing the water level for a period not less than
24 hours. Leakage will be considered to be within the allowable limits for structures when there is no visible sign of leakage evident by either moisture on exposed surfaces or water level drop in excess of 1
inch within the 24-hour period. All wall castings or penetrations shall be plugged temporarily during the test period. If leakage exceeds the allowable limit, the work shall be repaired by removing and replacing
the defective portions, waterproofing the inside and outside or by other
methods as approved by the Engineer.
1.3 PRESSURE PIPING
All pressure piping shall be subject to a hydrostatic pressure/leakage test in accordance with AWWA C605-13. Upon satisfactorily constructing the pipeline, including all appurtenances called for on the
associated plans, and effectively backfilling the trench the hydrostatic test shall be conducted. The Contractor shall prepare a testing plan/schedule to be approved by the Engineer, which will effectively test
the entire section to be constructed, and at no time test more than 4000 If of pipeline at one time. As the pipeline is being filled with water in preparation of the test, all air shall be expelled from the
pipe. If sufficient exit points are not available, the Contractor at his expense shall install air reliefs of a type and location as approved by the Engineer. The pipeline shall be subjected to a hydrostatic
pressure of 150 psi or 50 psi above existing line static pressures, which ever is greater, for a period of 2 hours or as specified by the Engineer. Pressure shall be applied to the line by means of hand
pump for lines 2" and smaller or by approved mechanical means for larger lines
Allowable leakage shall not exceed that determined by the following formula:
L=SD Pl
148,000
L = Allowable leakage in gallons per hour.
S = Length of line under test in feet.
D = Nominal diameter of pipe in inches.
P = Average test pressure in psi.
Any visible leak shall be corrected to minimize water leakage no matter of the allowable leakage calculation. All pipe and appurtenances found to be defective during the hydrostatic test shall be removed
and/or corrected at the Contractors expense and Engineers approval. All materials shall be subject to manufacturer's recommendations for storage, pretesting, etc. After a successful test has been obtained
the Contractor shall notify the Engineer in writing and request written recognition from Engineer of acceptable test results.
CLAYTON 9
ENGINEERING &
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JOB NUMBER:
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DATE
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DRAVN,N BY.
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CHECKED BY:
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REVISIONS
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DESCRIPTION
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SECTION 02722 - EXTERIOR SANITARY SEWERS AND APPUTENANCES
PART 1 - GENERAL
1.1 GENERAL DESCRIPTION: This section covers the furnishing of supervision, materials, labor, equipment and miscellaneous items necessary to construct sewers and appurtenances as shown on
the plans and as specified herein, complete, tested, and ready for service. All pipe and appurtenances shall be of the class and type as indicated on the plans and designated hereon.
1.2 GENERAL INTENTION: The work covered by this section consists of all supervision, excavation, bedding, laying pipe, jointing and coupling pipe sections, and backfilling necessary to install the
various types of pipe required to complete the project.
PART 2 -MATERIALS
2.1 MATERIALS: All materials shall be first quality with smooth interior and exterior surfaces, free from cracks, blisters, honeycombs and other imperfections, and true to theoretical shapes and
forms throughout. All materials shall be subject to the inspection of the Engineer at the plant, trench, or other point of delivery, for the purpose of culling and rejecting material that does not
conform to the requirements of these specifications. Such material shall be marked by the Engineer and the Contractor shall remove it from the project site upon notice being received of its
rejection. As particular specifications are cited, the designation shall be construed to refer to the latest revision under the same specification number, or to superseding specifications under a
new number except provisions in revised specifications that are clearly inapplicable.
2.1.1 Handling and storing materials: The Contractor shall unload pipe so as to avoid deformation or other injury thereto. Pipe shall not be rolled or dragged over gravel or rock during
handling. When any joint or section of pipe is damaged during transporting, unloading, handling, or storing, the undamaged portions of the joint or section may be used where partial lengths
are needed, or, if damaged sufficiently, the Engineer will reject the joint or section as being unfit for installation. If any defective pipe is discovered after installation, it shall be removed and
replaced with sound pipe or shall be repaired by the Contractor in an approved manner and at his own expense.
2.2 Pipe and Fittings:
2.2.2 Polyvinyl Chloride Pipe (PVC): Polyvinyl Chloride Pipe (PVC) pipe shall meet the requirements of ASTM D 3034, latest editions, and be suitable for use as a gravity sewer conduit. The pipe
shall be SDR 35 unless otherwise specified. The pipe shall be supplied in standard laying lengths of 20 feet and 12.5 feet.
2.2.2.1 PVC Pipe Joints: All PVC pipe joints shall be of an integral bell and spigot of the some material as the pipe with a solid cross-section rubber "0" ring securely locked in place at the
point of manufacture. Service saddles and other fittings shall be supplied by the pipe manufacturer and shall be of the some material and type of construction as the pipe material.
2.2.3 Ductile Iron Pipe (DIP): Ductile Iron Pipe shall be manufactured in accordance with ANSI Specification A 21.51. All ductile iron pipe shall be Class 50 unless other wise specified and shall
be lined with cement mortar not less than 1/16" -inch thick conforming to ANSI Specification A 21.4.
2.2.3.1 DIP Joints: Slip or "push -on" joints shall be manufactured in accordance with ANSI Specification A 21.11. Bells of "slip" joint pipe shall be contoured to receive a bulbshoped, circular
rubber gasket, and plain ends shall have a slight taper to facilitate installation. The pipe manufacturer shall furnish the lubricant used in making up the joints. The jointing shall be done by
guiding the plain end into the bell until contact is made with the gasket and by exerting a sufficient compressive force to drive the joint home until plain end makes full contact with the base
of the bell.
2.2.4 Reinforced Concrete Pipe: Reinforced concrete pipe shall be furnished in sizes and classes shown and specified on the Contract Drawings and the Bid Schedule. All pipes under this
Section shall conform to the latest revisions of ASTM CC -76 - Reinforced Concrete Culvert, Storm and Sewer Pipe. The provisions of ASTM C-655 may also be utilized. Reinforced concrete pipe
shall be anufactured by centrifugal or vertical casting methods. For vertical casting methods, mechanical vibration shall be provided to insure proper consolidation of concrete. Density of cured
concrete shall be 150 lbs./ft. or greater.
2.2.4.1 Concrete Pipe Test: All shipments of pipe shall be tested at the Contractor's expense in accordance with ASTM C-76 Section 11 (2) except as modified. Preliminary testing for extended
deliveries shall include 3 -edge bearing tests to the .01 -inch crack on three (3) sections of each size pipe. Testing shall be by an approved testing laboratory. Specimens up to 0.5 percent of
the number of each size of pipe furnished shall be tested, except that in no case shall less than two specimens be tested. The laboratory making the tests shall furnish the Engineer with
three (3) certified copies of these tests. No pipe shall be laid before the Engineer approves test reports.
2.2.4.2 Concrete pipe shall be manufactured in joint lengths of 8 feet or greater.
2.2.4.3 Results of absorption tests performed on the pipe shall not exceed 6.5 percent.
2.2.4.4 The alkalinity of the concrete cover over the inner reinforcing steel on the inside pipe wall at the crown shall be no less than 0.50 (50 percent) expressed as calcium carbonate
equivalent. The manufacturer shall determine the alkalinity of the concrete cover at intervals determined b the Engineer. Samples for alkalinity determination shall be obtained b drilling
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one -inch diameter holes in the pipe interior to the reinforcing steel. The ground concrete from this drilling shall be the sample material used for the alkalinity determination. Core holed in test
pipe may be suitably repaired b a method approved b the Engineer and used on the project. The laboratory making the test shall furnish the Engineer with three 3 certified copies of these
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tests. No pipe shall be laid before the Engineer approves these reports.
2.2.4.5 Bell and spigot reinforced concrete sewer a shall be joined with an O-ring rubber gasket type joint conforming to the applicable provisions of ASTM C-361 latest revisions. A groove
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shall be provided in the spigot end to receive the rubber gasket and it shall be so formed that when the joint is complete, the gasket will be deformed to a near rectangular shape and
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confined on all four sides. All inside surfaces of the bell and outside closure of the joint and at an degree or partial closure shall be parallel within one degree and have an angle of not
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more than two degrees with the longitudinal axis of the pipe. The gasket shall be the sole element utilized in sealing the joint from either internal or external hydrostatic pressure. Gaskets
shall be the product of a manufacturer having at least five ears experience in the manufacturer of rubber gaskets for pipe joints. The gaskets shall have smooth surfaces free from blisters
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porosity, and other imperfections. The joint shall be assembled in accordance with the standard directions of the gasket manufacturer.
2.2.4.6 The pipe manufacturer shall design walls to meet the following requirements.
2.2.4.6.1 Pipe wall sections shall meet the structural requirements for pipe classes stated in the Bid Schedule for each size pipe.
2.2.4.6.2 Concrete cover over the inner reinforcingcage shall be a minimum of 1 inch greater than that required to meet structural properties. This may be accomplished b moving the inner
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reinforcingcage towards the outside of the pipe, b adding concrete on the inside of the pipe, b adding concrete on the outside of the pipe, or both. Inside pipe diameter shall not be
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decreased.
2.2.4.6.3 Reinforcingshall be sufficient) strong so that the pipe, without the additional interior cover, will meet the 3 -edge bearing test requirements of ASTM C-76 for the .01 -inch crack.
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2.2.5 Steel Sanitary Sewer Pipe: Steel sanitary sewer pipe shall conform to ASTM A-53 Grade B or ASTM A-139 Grade B standard specifications. Steel sewer pipe shall have minimum yield
strength of 35 000 psi and a minimum tensile strength of 60 000 psi with a wall thickness of .375 inches. External and internal surfaces shall have protective coatings. Coating shall consist of
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a coal -tar rimer followed b hot coal -tar enamel at least 1/16 -inch thick or roved equal.
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2.2.6 Steel Casing Pipe: Steel casing shall conform to ASTM A-53 Grade B or ASTM A-139 Grade B Standard specifications. Casing pipe shall have a wall thickness as follows:
30" 0.312 inches wall thickness
26" 0.312 inches wall thickness
16" 0.250 inches wall thickness
External surfaces of steel casing pipe to have a protective coating. This coating shall consist of a coal -tar primer followed by hot coal -tar enamel at least 1/16 -inch thick, or approved
equal.
2.3 Manholes: See Section 02601 Manholes, Drop Manholes and Conflict Manholes
PART 3 - EXECUTION
3.1 Preparation of pipe foundation: The a foundation shall be prepared to be uniform) firm and shape be true to the lines and grades as shown on the Contract Drawings. An deviation or
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field adjustment will require the approval of the Engineer. The Contractor shall be responsible for the finished work conforming to proper line and grade.
3.1.1 Bedding: Whenever the nature of the ground will permit, the excavations at the bottom of the trench shall have the shape and dimensions of the outside lower third of the circumference
of the pipe, care being taken to secure a firm bearing support uniformly throughout the length of the pipe. A space shall be excavated under and around each bell to sufficient depth to
relieve it of any load and to allow ample space for filling and finishing the joint. The pipe, when thus bedded firmly, shall be on the exact grade. In case the bed shape in the bottom of the
trench is too low, the pipe shall be completely removed from position, and earth of suitable quality shall be placed and thoroughly tamped to prepare a new foundation for the In no case
shall the pipe be brought to grade by blocking up under the barrel or bell of the some, but a new and uniform support must be provided for the full length of the pipe. Where rock or
boulders are encountered in the bottom of the trench, the some shall be removed to such depth that no part of the pipe, when laid to grade, will be closer to the rock or boulders than 6
inches. A suitable tamped and shaped foundation of approved material shall be placed to bring the bottom of the trench to proper subgrade over rock or boulders. The preparation of the pipe
bedding shall be in accordance with the typical trench cross sections as shown on the Contract Drawings for the type of pipe being installed. Crushed stone use for pipe bedding shall be
shovel sliced so that the materiel fills and supports the haunch area and encases the pipe to the limits shown on the trench cross sections.
3.1.2 Bedding at creek crossing: Where it is necessary to cross a creek, the following requirements pertain.
1a) One foot of cover where the sewer is located in rock.
2a) Three feet of cover in other material unless ferrous pipe is specified. More cover in major streams.
3a) In paved stream channels, the top of the sewer line shall be placed below the bottom of the channel pavement. 3.1.3 Proper backfilling shall take place to prevent erosion or siltation.
b) If crossing above water, Ductile Iron Pipe shall be used and the bottom of the pipe shall be above the 25 -year flood elevation and special care taken to ensure minimal erosion on the
creek banks.
3.1.3 Poor foundation material: Where the foundation material is found to be of poor supporting value, the Engineer may make minor adjustment in the location of the pipe to provide a more
suitable foundation. Where this is not practical, the foundation shall be conditioned by removing the existing foundation material by undercutting to the depth as directed by the Engineer and
backfilling with foundation conditioning material consisting of crushed stone.
3.1.4 Crushed stone for pipe bedding: Crushed stone for pipe bedding and for foundation conditioning is to be size #67 in ASTM designation D 488, "Standard Sizes of Coarse Aggregate for
Highway Construction: (AASHTO M-43, size #67) The sieve analysis of #67 stone is as follows:
100% passing 1"
90% - 100% passing %"
20% - 55% passing 3/8"
0% - 10% passing #4
0% - 5% passing #8
3.2 Water in pipe trench: The Contractor shall remove all water which may encountered or which may accumulate in the trenches by pumping or bailing and no pipes shall be laid until the
water has been removed from the trench. Water so removed from the trench must be disposed of in such a manner as not to cause damage to work completed or in progress.
3.3 Laying Pipe:
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3.3.1 Manufacturer's recommendations: All piping is to be installed in strict accordance with the manufacturer's recommendations and the contract material specifications.
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3.3.2 Proper tools and equipment: Proper tools, implements, and facilities satisfactory to the Engineer shall be provided and used for the safe and convenient prosection of pipe laying. All pipe
and other materials used in the laying of pipe will be lowered into the trench piece be piece by means of a suitable equipment in such a manner to prevent damage to the pipe, materials, to
the protective coating on the pipe, materials, and to proved a safe working condition to all personnel in the trench. Each piece of pipe being lowered into the trench shall be clean, sound and
free from defects. It shall be laid on the prepared foundation, as specified
Section 02722-5
elsewhere to produce a straight line on a uniform grade, each pipe being laid so as to form a smooth and straight inside flow line. Pipe shall be removed at anytime if broken, damaged or
displaced in the process of laying some, or of backfilling the trench.
3.3.3 Cutting pipe: When cutting short lengths of pipe, a pipe cutter as approved by the Engineer will be used and care will be taken to make the cut at right angles to the center line of the
pipe or on the exact skew as shown on the plans. In the case of push -on pipe, the cut ends shall be tapered with a portable grinder or coarse file to match the manufactured taper.
3.3.4 Location of groove or bell: All pipe shall be laid with the groove or bell end upgrade, and the spigot or tongue fully inserted. All pipe joints will be constructed in strict accordance with
the pipe manufactures specifications and materials and any deviation must have prior approval of the Engineer.
3.3.5 Pipe deflection: All pipe installations shall be tested for deflection. No pipe shall exceed deflection of 5 percent. The maximum deflection per joint of flexible joint pipe shall be that
deflection recommended by the manufacturer. A stopper or plug shall be installed in the pipe mouth when pipe laying is not in progress.
3.4 Minimum Separation
3.4.1 The following minimum separations must be maintained.
a) any private or public water supply source, including and WS -1 waters or class I or class II impounded reservoirs used as a source of drinking water. 100 ft.
b) waters classified WS -II, WS -III, B, SA, ORW, HQW, or SB 50 ft.
c) any other stream, lake or impoundment 10 ft.
d) any building foundation 5 ft.
e) any basement 10 ft.
f) top slope of embankment or cuts of 2 feet or more vertical height 10 ft.
g) interceptor drains 5 ft.
h) groundwater lowering and surface drainage ditches 10 ft.
i) any swimming pool 10 ft.
j) storm sewers (vert.) 12 in. (horz.) 12 ft.
k) water mains (vert.) 18 in. (horz.) 10 ft.
1) benched trenches (horz.) 18 in.
3.4.2 Where the required minimum separations cannot be maintained ferrous sanitary sewer pipe with joints equivalent to water main standards must be used. However, the minimum
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separations shall not be less than 25 feet from a private well or 50 feet from a public water supply source.
3.5. N/A
3.6.1 Sanitary sewer lines shall be deep enough to serve all adjoining property and allow for sufficient slope in lateral lines. All sanitary sewer mains shall have the following minimum covers:
a) 4 ft. from top of pipe to finish subgrade when under a roadway.
b) 3 ft. from top of pipe to finished subgrade when outside a roadway.
3.6.2 The above requirements may be waved by authority of Director, in which case ductile iron pipe shall be used.
3.6.3 Sewer mains deeper than 12 feet require stone bedding.
3.6.4 Transitions between pipe materials shall occur at manholes.
3.6.5 Where sanitary sewer lines and water lines must cross, ductile iron pipe shall be used and pipes shall cross at near 90 degree angles with 18" minimum separation, as stated in the
separation table.
3.6.6 Sewer mains shall be installed in dedicated public right of ways or in dedicated utility easements.
3.6.7 Sewer line easements shall be graded smooth, free from rocks, boulders, roots, stumps, and all other obstructions and seeded and mulched upon completion of construction.
3.6.8 Downstream manholes on sanitary sewer lines under construction shall be plugged and secured to prevent any seepage of water into or out of the line while under construction.
3.7.1 Initial backfill: The initial backfill for pipe shall be carefully placed to a level of 12 inches over the top of the pipe. This backfill shall be excavated soil free from debris, organic material
and large rock and stones. Initial backfill shall be shovel sliced so that the material fills and supports the haunch area and encases the pipe to the limits shown on the trench cross sections
on the Contract Drawings.
3.7.2 Final backfill: Final backfill for pipelines shall be defined as that portion of the trench from an imaginary line drawn 12 inches above the top of the pipe to the original ground surface.
Final backfill will be done with suitable excavated material and tamped in 12 inch lifts. Debris, material not given to adequate compaction, and stone over one cubic foot will not be allowed
within the trench limits. If material excavated is not suitable for backfilling, the
Contractor shall, at no increased cost to the Owner, remove and dispose of such unsatisfactory material and shall backfill the trench with suitable material obtained elsewhere.
3.7.3 Steep Slope Protection: Sewers on 20 percent slopes or greater shall be anchored securely with concrete, or equal, with the anchors spaced as follows:
a) Not greater than 36 feet center to center on grades 21 % to 35%
b) Not greater than 24 feet center to center on grades 35% to 50%
c) Not greater than 16 feet center to center on grades 50% and over
3.7.4 Compaction:
3.8.1 Within traffic areas: When pipelines installed within the ditch to ditch limits of any roadway, driveway or parking area etc., backfill shall be compacted to a minimum dry density of 95
percent of the maximum dry density in pounds per cubic foot as determined by the Standard Proctor Compaction Test. Backfill material shall be placed in 6 inch layers and thoroughly tamped
or rolled to the required degree of compaction by sheepsfoot or pneumatic rollers, mechanical tampers, vibrators, etc. Successive layers shall not be placed until the layer under construction
has been thoroughly compacted.
3.8.2 Outside Traffic Areas: In areas outside the ditch to ditch limits of a roadway,driveway, parking areas etc. backfill shall be compacted to a minimum d density of 90% of the maximum
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d density in pounds per cubic foot as determined b the Standard Proctor Compaction Test. An settlement shall be immediate) corrected.
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3.8.3 Equipment Traffic: Heavy equipment shall not be operated over any pipe until it has been properly backfilled and has a minimum cover of 24 inches. Where any part of the required
cover is above the proposed finish grade, the Contractor shall place, maintain, and finally remove such material at no cost to the Owner. Pipe which becomes misaligned, shows excessive
settlement, or has been otherwise damaged by the Contractor's operations shall be
removed and replaced by the Contractor at no cost to the Owner.
3.8.4 Pipe maintenance: The Contractor shall maintain all pipes installed in a condition that they will function continuously from the time the pipe is installed until the project is accepted.
3.8 Manhole installation:
3.9.1 Precast concrete manhole: A recast concrete manhole shall be installed at each break in line or rade in each sanitary sewer as shown in detail on the Contract Drawings. Manhole
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sections shall be set plumb and on a firm foundations. Each joint between sections and all wall openings shall be sealed with 2:1 sand -cement mortar mix and made watertight. An eccentric
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cone section and standard frame and cover is to be installed on each new manhole.
Final adjustment to grade of all manholes shall be done with brick and mortar and each frame and cover shall be grouted firmly into place.
3.9.2 Manholes shall be spaced at a maximum distance of 400 feet apart for lines 12 inches in diameter or smaller and at a maximum of 500 feet apart for lines renter than 12 inches in
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diameter.
3.9.3 Manholes for sewers under 21 inches in diameter shall be a minimum of 4 feet in diameter. Manholes for sewer 21 inches in diameter or greater shall be 5 feet in diameter. All
manholes requiring inside drops shall be a minimum of 5 feet in diameter. When two or more inside drops occur at one manhole, a minimum of 6 feet in diameter manhole shall be used. All
manholes shall have a minimum access of 22 inches in diameter.
3.9.4 Manholes inverts: Manhole inverts shall be constructed of concrete or concrete and brick of semicircular section conformingto the inside diameter of the outlet sewer. Changes in size of
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pipe or rade shall be made gradually and changes in direction constructed b using true Each manhole shall be provided with such channels for all connecting sewer pipes. Drop manholes
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shall be provided where invert separations exceed 2.5 feet.
3.9.5 Manholes located within the 100 year flood Iain or in areas of high round water shall abide b the following when applicable:
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3.9.5.1 Watertightness:
3.9.5.2 Manholes shall be pre -cast concrete or poured -in-place concrete. Manhole life holes and grade adjustment rings shall be sealed with non -shrinking mortar or other material approved
by the Division.
3.9.5.3 Inlet and outlet pipes shall be joined to the manhood with a gasketed flexible watertight connection or any watertight connection arrangement that allows differential settlement of the
pipe and manhole wall to take place.
3.9.5.4 Watertight manhole covers are to be used wherever the manhole tops may be flooded by street runoff or high water. Locked manhole covers may be desirable in isolated easement
locations or where vandalism may be a problem.
3.9.5.5 Manholes shall be designed for protection from the 100 -year flood by either:
a) Manhole rims shall be 12 inches (1 foot) above the 100 -year flood elevation or,
b) Manholes shall be watertight and vented 12 inches (1 foot) above the 100 -year flood elevation. Manholes shall be vented every 1,000 feet or every other manhole, whichever is greater.
3.9.6 Corrosion Protection for Manholes:
3.9.6.1 Where corrosive conditions due to septicity or other causes are anticipated, consideration shall be given to providing corrosion protection on the interior of the manholes.
3.9.6.2 Where high flow velocities are anticipated, the manholes shall be protected against displacement b erosion and impact. High velocity is defined as 15 fps orgreater.
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3.10 TESTING: All pipe installations shall be tested as specified herein. Tests shall be performed by Contractor at his expense in the presence of the Engineer or his representative. Testing shall
not be performed until such time that all work which may affect the results of the testing has been completed. Where a test section fails to meet test requirements, Contractor shall make
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corrections as specified herein and retest the section. The correct/retest procedure shall continue until such time as test requirements are met.
3.10.1 Air Test: All gravity sewer pipe.
3.10.1.1 Air test shall be conducted in strict accordance with the testing equipment manufacturer's instructions, including all recommended safety precautions. No one will be allowed in the
manholes during testing. Equipment used for air testing shall be equipment specifically designed for this type of test, and is subject to approval of the Inspector.
3.10.1.2 The test shall be performed only on clean sewer mains after services are installed and the pipe is completely backfilled. Clean sewer mains by propelling snug fitting inflated rubber
ball through the pipe with water. After completely cleaned, plug all pipe outlets with suitable test Brace each plug securely.
3.10.1.3 For pipe within test sections above the ground water table, add air slowly to the portion of the pipe installation under test unti Ithe internal air pressure is raised to the starting
pressure of 4 psig. After the starting pressure is obtained, allow at least two minutes for air temperature to stabilize, adding only the amount of air required to maintain pressure. When
pressure decreases to 3.5 psig. Start stopwatch. Determine the time that is required for the internal air pressure to reach 2.5 psig.
3.10.1.4 For pipe with test sections below the ground water table, determine the starting pressure for the test section, in psig, as follows:
1. Determine the maximum depth of pipe within the test section in feet.
2. Multiply this depth by 0.67 feet and add 9.3 feet.
3. Multiply the result in part 2 by 0.43 and round to the nearest 0.5 psig. After this starting pressure is obtained, continue the test in accordance with the procedure in the paragraph
above.
3.10.2 Requirement: The test section shall be acceptable if the elapsed time for pressure drop of 1.0 psig is greater than the sum of the times shown below for all pipe sizes within the test
section.
PIPE DIAMETER (INCHES)
PIPE LENGTH
4
6
8
10
12
15
18
21
24
25
0:04
0:10
0:18
0:28
0:40
1:02
1:29
2:01
2:38
50
0:09
0:20
0:35
0:55
1:19
2:04
2:58
4:03
5:17
75
0:13
0:30
0:53
1:23
1:59
3:06
4:27
6:04
7:55
100
0:18
0:40
1:10
1:50
2:38
4:08
5:56
8:05
10:34
125
0:22
0:50
1:28
2:18
3:18
5:09
7:26
9"55
11 "20
150
0:26
0:59
1:46
1 2:45
3:58
6:11
8:30
11I
"
175
0:31
1:09
2:03
3:13
4:37
7:05
;;
m
11200
0:35
1:19
2:21
3:40
5:17
Ir
;;
12:06
225
0:40
1:29
2:38
4:08
5:40
11
1110:25
13:36
250
0:44
1:39
2:56
4:35
11"
CIVIL
8:31
11:35
15:07
275
0:48
1:49
3:14
4:43
119:21
12:44
16:38
300
0:53
1:59
3:31
1 "
"
10:12
13:53
18:09
350
1:02
2:19
3:47
"118:16
11:54
1 6:1 2
21:10
400
1:10
2:38
11"
1
6:03
9:27
13:36
18:31
24:12
450
1:19
2:50
11"
6:48
10:38
15:19
20;50
27:13
500
1:28
"115:14
7:34
11:49
17:01
23:09
30:14
3.10.3 Corrective Measures: If elapsed time is less than the specified amount, Contractor shall locate and repair leaks and repeat the test until elapsed time exceeds the specified amount.
3.11 Infiltration/Ex-filtration Test (Use All manholes):
3.1 1.1 The use of this method for sewer pipe, in lieu of air tests may be used as an alternate test method.
3.11.2 Procedure:
1. Infiltration: Immediately following a period of heavy rain a test of work constructed up until the time shall be made. Three measurements shall be made at one (1) hour intervals to
compute the amount of the infiltration. Test for manholes only shall be conducted on individual manholes. Tests for pipe and manholes shall be performed on test sections not exceeding 600
linear feet of collector sewer and shall include both pipe and manholes. The Engineer reserves the right to use his judgment as to whether the ground is sufficiently saturated and/or whether
the fall of rain is adequate to permit making infiltration tests. In the event that sufficient rain does not occur before the date of completion, the Contractor shall be required to conduct the
tests at any time during a 30 -day period following this date. Should the Engineer determine that certain pipe of manholes couldn't be tested by infiltration methods, the Engineer may direct
the filling of lines and the measurement of ex -filtration. The allowable rate of ex -filtration shall be the some as for infiltration.
2. Ex -filtration: Determine test sections as outlined for infiltrations tests. Install a temporary water plug at the inlet and outlet of the test section. Fill test section with clean water up to the
bottom of the lowest manhole frame within the test section. Allow time for saturation of pipe and manholes refilling test section as required. Beginning with a full test section, allow at least
eight (8) hours to elapse without adding water. Measure the water level at the beginning and end of the elapsed time above. Compute the volume of water lost in gallons per hour.
3.11.3 Test Requirements: The rate of water loss/gain shall be less than the rate, in gallons per hour, calculated for the test section using the following allowances:
1. Sewer main and manholes with or without service laterals; 100 gallons per 24 hours per inch of sewer main diameter per mile of sewer main (gpd/in-mil).
2. Manholes only; 1 gallon per 24 hours per vertical foot of manhole.
3.11.4 Corrective Measures: If actual leakage rate is greater than required leakage rate, Contractor shall locate and repair leaks and repeat the test until actual leakage is less than the
required rate.
SECTION 01568 SEDIMENT AND EROSION CONTROL
PART 1 GENERAL
1.1 SECTION INCLUDES
A. Erosion and sediment control shall be provided during the entire construction period as specified herein.
1.2 REFERENCED SECTIONS
A. Section 02820 - Grassing
1.3 REQUIREMENTS
A. Contractor shall comply with all local, state and federal laws, ordinances, rules and regulations pertaining to erosion and sediment control, including those promulgated by the State
Administrative Code. Contractor shall indemnify and hold harmless the Owner and Engineer from and against all claims, damages, losses and expenses resulting from such work.
B. Obtain Land Disturbance Permit from governmental agency having jurisdiction over project site.
C. Contractor shall install and maintain a rain gauge, onsite, during construction.
PART 2 PRODUCTS
Not used
PART 3 EXECUTION
3.1 EROSION AND SEDIMENT CONTROL MEASURES
A. Contractor shall take all measures to control erosion and sedimentation alongpipeline rights-of-way, at the construction site including borrow and waste areas and temporary access
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roads, and at off-site areas especially vulnerable to damage from erosion and sedimentation. Work shall be scheduled so that areas subject to erosion are exposed for the shortest
possible time. Temporary protection shall be required for exposed or disturbed areas until permanent vegetation is established, and shall consist of temporary grass cover (see Section
02820 - Grassing), mulch, netting or plastic sheets; except that temporary grass cover shall be provided where specifically noted on the plans. All temporary erosion and sediment control
measures shall be removed within 30 days after final site stabilization is achieved or after the temporary measures are no longer required, unless otherwise directed. Trapped sediment
remaining in place after removal of temporary measures shall be permanently stabilized to prevent further erosion and sedimentation.
B. Temporary Silt Fences: Immediately after site clearing, temporary silt fences shall be placed in the locations as shown on the plans or as necessary to prevent erosion. Silt fences shall
consist of a specially manufactured woven or nonwoven drainage and filtration fabric attached to a temporary support system of galvanized woven wire mesh and steel or wood posts.
Height of fabric above grade shall be as shown. Fabric skirt shall be buried to anchor the bottom edge of the fabric. Posts shall be spaced not more than 10 feet apart.
1. As far as practicable, fences shall be located on uniform contours and arranged at right angles to the runoff direction. Fence ends shall be turned up the contour for a short
distance to prevent bypass of silt.
2. Silt fences shall be inspected periodically and all necessary repairs promptly made. Sediment deposits shall be removed when deposits reach one-half the height Of the fence.
Removed sediment shall be disposed of in a suitable area and stabilized to prevent erosion and sedimentation.
3. Silt fences shall be removed as soon as disturbed areas and slopes have been properly stabilized.
4. Filter fabric attached to existing chain link fence for erosion control purposes shall be installed as detailed for temporary silt fences, including height of fabric above grade and fabric
skirt anchoring requirements. Fabric shall be the same material used for temporary silt fences. Fabric shall be removed as soon as disturbed areas and slopes have been stabilized.
C. Silt Fence Inlet Protection shall be provided for storm drain inlet protection as detailed on the plans.
1. Barriers shall be inspected after each rainfall and repairs made as required. Sediment deposits shall be removed when deposits reach one-half the height the barrier. Removed
sediment shall be disposed of in a suitable area and stabilized to prevent erosion and sedimentation. Barriers shall be removed the area stabilized when the drainage area has been
properly stabilized.
D. Stream Crossings:
1. Adequate sedimentation and erosion control measures must be implemented and maintained on the project site to avoid impacts to downstream aquatic resources. Temporary or
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permanent herbaceous vegetation should be planted on all bare soil within 15 days of round disturbing activities to provide long-term erosion control.
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2. Under no circumstances should rock, sand or other materials be dredged from the wetted stream channel or opposite banks under authorization of this permit, except in the
immediate vicinity of the sewer line crossing. Instream dredging has catastrophic effects on aquatic life, and disturbance of the natural form of the stream channel will likely cause
the downstream erosion problems, possible affecting other land owners.
3. All instreom construction should be conducted in a dry work area. Sandbags, cofferdams, jersey barriers, flexible pipe, or other diversion structures should be used to minimize
excavation into flowing water.
4. If utility lines are to be encased in concrete, adequate precautions should be taken to prevent direct contact between wet concrete and stream water. Uncured concrete affects water
quality and is toxic to fish and other aquatic organisms.
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5. Natural materials should be used as much as possible to restore stream banks at crossings. Ri ra should be limited to the stream bank below the high water mark and vegetation
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should be used for stabilization above high water mark.
6. All affected wetland areas must be restored to pre -construction contour and condition.
7. All mechanized equipment operated in or near surface waters should be regularly inspected and maintained to prevent contamination of stream waters from fuels, lubricants, hydraulic
fluids, or other toxic materials.
3.2 EMERGENCY CONDITIONS
A. If unusual) intense storms cause planned control measures to fail prompt restoration and cleanup of sediment deposits shall be made including damage to adjacentproperty. If
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construction is delayed or shut down, temporary cover of exposed and disturbed areas shall be provided.
END OF SECTION
SECTION 02050 DEMOLITION AND REMOVAL
PART 1 GENERAL
1.1. RELATED DOCUMENTS
A. GENERAL: Requirements of the General and Supplemental Conditions apply to all Work in this Section. Provide all labor, material, equipment, and services indicated on the Drawings
or specified herein or reasonably necessary for and incidental to a complete job.
1.1. DESCRIPTION OF WORK
A. GENERAL: The demolition of existing vegetation in indicated areas, removal of striping and curb and gutter, removal/reworking/verification of stone base, as well as demolition of
sections of the existing retaining wall and fence. Also includes the relocation of one metal storage building at the direction of the Owner.
1.1. SUBMITTALS
A. GENERAL: Submit proposed salvage, demolition and removal procedures to the Engineer for approval before work is started. Procedures shall provide for careful removal and
disposition of materials specified to be salvaged, coordination with other work in progress, a detailed description of methods and equipment to be used for each operation and of the
sequence of operations.
1.1. REQUIREMENTS
A. GENERAL: The work includes demolition or removal of all construction indicated or specified. Do not begin demolition until authorization is received from the Engineer; refer to
paragraph TITLE TO MATERIALS, hereinafter.
Remove rubbish and debris from the job site daily, unless otherwise directed; do not allow accumulations inside or outside the building(s). Store materials that
cannot be removed daily in areas specified by the Engineer.
1.1. PROTECTION
A. EXISTING WORK: Protect existing work which is to remain in place, that is to be reused, or which is to remain the property of the Owner, by temporary covers, shoring, bracing, and
supports. Items which are to remain and [which are to be salvaged and] which are damaged during performance of the work shall be repaired to their original condition or replaced
with new. Do not overload structural elements. Provide new supports and reinforcement for existing construction weakened by demolition or removal work.
B. TREES: Protect trees within the project site that might be damaged during demolition and that are indicated to be left in place, by a 6 -foot high fence. Erect fence a minimum of
5 feet from the trunks of individual trees or follow the outer perimeter of branches of clumps of trees. Restore trees scarred or damaged by Contractor equipment or operations to a
satisfactory condition or replace as determined by the Engineer. The Engineer shall approve restoration prior to its initiation.
C. FACILITIES: Protect all electrical and mechanical services and utilities. Where removal of existing utilities and pavement is specified or indicated, provide approved barricades, temporary
covering of exposed areas, and temporary services or connections for electrical and mechanical utilities.
1.1. EXPLOSIVES
A. GENERAL: Use of explosives will not be permitted.
1.1. BURNING
A. GENERAL: Burning will not be permitted.
PART 2 PRODUCTS
Not Applicable to this Section
PART 3 EXECUTION
3.1 INSPECTION
A. GENERAL: Examine the areas and conditions under which demolition and removal will be performed and notify the Engineer in writing of conditions detrimental to the proper and
timely completion of the work. Do not proceed with the work until unsatisfactory conditions have been corrected in an acceptable manner.
3.2 EXISTING FACILITIES TO BE REMOVED
A. STRUCTURES: Remove indicated existing structures to grade and as indicated.
3.3 DISPOSITION OF MATERIAL
A. TITLE TO MATERIALS: Except where indicated otherwise or specifically specified otherwise in other sections, all materials and equipment removed, and not reused, shall become the
property of the Contractor and shall be removed from the Owner's property. Title to all materials resulting from demolition, and all materials and equipment to be removed, is vested
in the Contractor upon approval by the Engineer of the Contractor's demolition and removal procedures, and authorization by the Engineer to begin demolition. The Owner will not be
responsible for the condition or loss of, or damage to, such property after notice to proceed. Materials and equipment shall not be viewed by prospective purchasers or sold on the
site.
B. REUSE OF MATERIALS AND EQUIPMENT: Carefully remove and store materials and equipment indicated to be reused or relocated to prevent damage, and reinstall as the work
progresses.
3.4 CLEAN UP
A. DEBRIS AND RUBBISH: Remove and transport debris and rubbish in a manner that will prevent spillage on streets or adjacent areas. Clean up spillage from streets and adjacent
areas.
B REGULATIONS: Comply with federal, state, and local hauling and disposal regulations.
(End of Section 02050)
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JOB NUMBER:
18023
DATE
09/24/18
DFAV ,N BY
WSC
CHECKED BY:
WSC
REVISIONS
10 I
DESCRIPTION
DATE
SPC102
SHEET
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SECTION 02220 EXCAVATION AND BACKFILL
1. GENERAL
1.1. RELATED DOCUMENTS
1.1.1. Requirements of the General and Supplemental Conditions apply to all Work in this Section. Provide all labor, materials, equipment, and services indicated on the Drawings, or specified herein, or
reasonably necessary for or incidental to a complete job.
1.2. DESCRIPTION OF WORK
1.2.1. The extent of excavation and backfill is limited to the areas of construction and includes but is not necessaril limited to stock ilin of to soil site radin excavation of footin s and trenches
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de—watering, filling, backfilling, compaction, finish grading, and spreading of topsoil.
1.2.2. Perform all excavation de—waterin sheetin bracin and backfillin in such a manner as to eliminate all ossibilit of underminin or disturbin the foundations of existin structures.
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1.3. QUALITY ASSURANCE
1.3.1. REFERENCED STANDARDS: Unless otherwise indicated, all referenced standards shall be the latest edition available at the time of bidding. Any requirements of these Specifications shall in no way
invalidate the minimum requirements of the referenced standards. Comply with the provisions of the following codes and standards, except as otherwise shown or specified.
ASTM C33 Standard Specification for Concrete Aggregate
ASTM D698 Test Methods for Moisture—Density Relations of Soils and Soil—Aggregate Mixtures Using 5.5 Ib. (2.49 kg) Rammer and 12 inch, (304.8 mm) Drop
ASTM D3282 Recommended Practice for Classification of Soils and Soil -Aggregate Mixtures for Highway Construction Purposes
1.3.2. SOIL TESTING AND INSPECTION SERVICE: At the option of the Owner, additional compaction tests of all fill areas will be made by an independent testing laboratory. Rework any fill areas which fail to
meet the compaction requirements as herein specified and perform this work at no additional cost to the Owner. Testing of fill areas will be provided by the Owner and paid for by the Owner, except that
tests which reveal non—conformance with the Specifications and all succeeding tests for the same area, until conformance with the Specifications is established, shall be at the expense of the Contractor.
1.4. JOB CONDITIONS
1.4.1. EXISTING UTILITIES
1.4.1.a. Prior to beginning any excavation, locate all existing underground utilities in the areas of work. If utilities are to remain in place, provide adequate means of protection during earthwork
operations.
1.4.1.b. Should uncharted or incorrectly charted piping or other utilities be encountered during excavation, consult the Engineer immediately for directions as to procedure. Cooperate with Owner and
utility companies in keeping respective services and facilities in operation. The Contractor shall repair damaged utilities to the satisfaction of the Owner and utility companies at no additional cost to the
Owner.
1.4.1.c. Do not interrupt existing utilities serving facilities occupied and used by others, except when permitted in writing by the Owner, and then only after acceptable temporary utility services have
been provided.
1.4.1.d. Demolish, and completely remove from site, existing underground utilities that conflict with construction and are no longer active. Coordinate with utility companies for shut—off of services if
lines are active.
1.4.2. .
1.4.3. TEMPORARY PROTECTION: Protect structures, utilities, sidewalks, pavements, and other facilities from damages caused by settlement, lateral movement, undermining, washout, and other hazards created
by earthwork operations.
1.4.4. SHEETING AND BRACING: Make all excavations in accordance with the rules and regulations promulgated by the Department of Labor, Occupational Safety and Health Administration, "Safety and Health
Re ulations for Construction." Furnish ut in lace and maintain such sheetin bracin etc. as ma be necessa to su ort the sides of the excavation and to revent an movement of earth which
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could in an wa diminish the width of the excavation to less than that necessa for ro er construction or could otherwise injure or dela the work or endan er adjacent structures roads utilities or
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other improvements.
1.4.5. DE—WATERING:
1.4.5.a. Provide pumping and drainage facilities adequate to keep the excavated area sufficiently dry from ground water and surface runoff so as not to adversely affect construction procedures or
cause excessive disturbance of underlying natural soils. The drainage of all water resulting from pumping shall be arranged so as not to cause damage to adjacent properties.
1.4.5.b. Control the radin on the site so that the surface of the round will ro erl sloe to revent the accumulation of water on excavated or filled areas.
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1.4.5.c. The lowerin of the existin roundwater levels due to the construction activities includin de—waterin shall not cause settlement of adjacent structures which would result in damn e. If
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required, provide cutoff walls and/or recharge system to maintain ground water levels at elevations which will not cause damage to adjacent structures or facilities.
1.4.6. SITE INFORMATION
1.4.6.a.
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2. PRODUCTS
2.1. DEFINITIONS
2.1.1. SATISFACTORY SUBGRADE SOIL MATERIALS: Soils com I in with ASTM D 3282 soil classification Grou s A 2 4 2 5 and 3.
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2.1.2. UNSATISFACTORY SUBGRADE SOIL MATERIALS: Soils described in ASTM D 3282 soil classification Grou s 2 6 2 7 4 5 6 and A 7• also eat and other hi hl or anic soils unless
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otherwise acceptable to the Engineer.
2.1.3. COHESIONLESS SOIL MATERIALS: Gravels, sand—gravel mixtures, sands, and gravelly—sands.
2.1.4. COHESIVE SOIL MATERIALS: CIO a and silt ravels sand cls mixtures ravel silt mixtures cls a and silt sands sand silt mixtures cls s silts and ve fine sands.
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2.2. SOIL MATERIALS
2.2.1. BACKFILL AND FILL MATERIALS: Provide satisfactory soil materials for backfill and fill, free of masonry, rock, or gravel larger than (2) inches in any dimension, and free of metal, gypsum, lime,
debris waste frozen materials ve etable and other deleterious matter. Use onl excavated material that has been sam led tested and certified as satisfacto soil material.
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2.2.2. CRUSHED STONE: Crushed stone or crushed gravel placed under structures as indicated on the Drawings or used for pipe bedding shall meet the requirement of ASTM C 33, Gradation 57.
2.2.3. BORROW MATERIALS
2.2.3.a. Provide from off site all materials needed in addition to site excavations. Include in the Unit Price Bid all costs for obtainin haulin and lacin this material.
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2.2.3.b. All borrow materials ro osed for use must be a roved b the En ineer before materials are hauled to the site. Notif the En ineer at least fourteen 14 da s in advance of haulin an
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borrow material to the site so that borrow materials can be tested before bein used.
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3. EXECUTION
3.1. GENERAL
3.1.1. INSPECTION: Examine the areas and conditions under which excavatin and backfillin is to be erformed and notif the En ineer in writin of conditions detrimental to the ro er and time)
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completion of the work. Do not proceed with the work until unsatisfactory conditions have been corrected in an acceptable manner.
3.1.2. DE—WATERING:
3.1.2.a. Prevent surface water and or round water from flowin into excavated areas. Use berms or drains a ditches to divert surface drains a awa from the excavation. Use an a roved subsurface
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de—waterin s stem such as boilin um in or a well oint s stem as conditions warrant to remove round water from areas to be excavated. The costs of de—waterin shall be included in the
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res ective bid items as re uired of the com letion of the work in accordance with the Contract Documents. There will be no individual a item for de—waterin .
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3.1.2.b. The design of the subsurface de—watering system shall allow the contractor to develop a substantially dry and workable subgrade for the execution of subsequent operations. Ground water level
shall be lowered at least three (3) feet below the final excavation elevation, prior to excavating within two feet of final subgrade elevation. Maintain pumps, sumps, suction and discharge lines, and other
de—watering system components necessary to convey water away from the excavation.
3.1.2.c. Dispose of all water pumped or drained from the work in a suitable manner without undue interference with other work, damage to pavements, other surfaces or property. Provide suitable
temporary pipes, flumes or channels for water which may flow along or across the site of the work.
3.1.3. MATERIAL STORAGE:
3.1.3.a. Stockpile satisfactory excavated materials where directed, until required for backfill or fill. Place, grade, and shape stockpiles for proper drainage.
3.1.3.b. Locate and retain soil materials away from edge of excavations.
3.1.4. DISPOSAL OF SURPLUS MATERIAL: Surplus excavated material not needed or acceptable for backfill shall, upon approval of the Engineer, be removed from the construction site and legally disposed of.
3.1.5. BRIDGING TRENCHES
3.1.5.a. Provide suitable and safe bridges and other crossings where required for the accommodation of travel; provide access to the property during construction, and remove said structures thereafter.
3.1.5.b. Bridge or backfill trenches in any portion of the travel lanes of roads at the end of each day's operation to provide for safe travel. No additional compensation will be made for this work.
3.1.6. PROTECTION OF STREAMS: Exercise reasonable precaution to prevent the silting of streams. Provide, at Contractor's expense, temporary erosion and sediment control measures to prevent the silting
of streams and existing drainage facilities as directed by the Engineer or as indicated on the Drawings.
3.1.7. AIR POLLUTION:
3.1.7.a. Comply with all pollution control rules, regulations, ordinances, and statutes which apply to any work performed under the Contract, including any air pollution control rules, regulations,
ordinances and statutes, or any municipal regulations pertaining to air pollution.
3.1.7.b. During the progress of the work, maintain the area of activity, including sweeping and sprinkling of streets as necessary, so as to minimize the creation and dispersion of dust. If the Engineer
decides that it is necessary to use calcium chloride or more effective dust control, furnish and spread the material, as directed, and without additional compensation.
3.2. EXCAVATION
3.2.1. GENERAL: Excavation consists of the removal and dis osal of all materials encountered for footin s foundations i e work and other construction as shown on the Drawin s. Perform all excavation
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work in com liance with a licable re uirements of overnin authorities havin jurisdiction.
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3.2.2. STRIPPING: Remove all topsoil, vegetable matter, and organic materials over proposed excavations. Stockpile the stripped materials which are suitable for reuse and preserve for respreading on
completed surfaces. Protect and maintain topsoil stockpile until needed.
3.2.3. EXCAVATION CLASSIFICATION: All excavation will be performed as unclassified excavation.
3.2.4. UNAUTHORIZED EXCAVATION:
3.2.4.x. Unauthorized excavation consists of the removal of materials be and indicated elevations without s ecific direction of the En ineer. Under footin s foundations bases etc. fill unauthorized
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excavation b extendin the indicated bottom elevation of the concrete to the bottom of the excavation without alterin the re uired to elevation. Lean concrete fill ma be used to brin elevations to
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ro er osition onl when acce table to the En ineer.
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3.2.4.b. Elsewhere backfill and com act unauthorized excavations ass ecified for authorized excavations of the same classification unless otherwise directed b the En ineer.
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3.2.5. EXCAVATION FOR STRUCTURES
3.2.5.a. Conform to elevations and dimensions shown within a tolerance of lus or minus one inch and extendin a sufficient distance from footin s and foundations to ermit lacin and removal of
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concrete formwork, installation of services, other construction required, and for inspection.
3.2.5.b. In excavating for footings and foundations, take care not to disturb bottom of excavation. Excavate by hand to final grade just before concrete is placed. Trim bottoms to required lines and
grades to leave solid base to receive concrete. Final footing excavations should not be allowed to remain open overnight without covering unless permitted by Engineer.
3.2.6. TRENCH EXCAVATION
3.2.6.x. GENERAL:
(1) Perform all excavation of every description and of whatever substance encountered so that pipe or conduit can be laid to the alignment and depth shown on the Drawings.
(2) Brace and shore all trenches, where required, in accordance with the rules and regulations, promulgated by the Department of Labor, Occupational Safety and Health Administration, "Safety and Health
Regulations for Construction".
(3) Make all excavations by open cut unless otherwise specified or indicated on the Drawings.
3.2.O.a. WIDTH OF TRENCHES: Excavate trenches sufficiently wide to allow proper installation of pipe, fittings and other materials and not more than 12 inches clear of pipe on either side at any point.
Do not widen trenches by scraping or loosening materials from the sides. Where supports, and sheeting and bracing are required, trench may be of extra width so as to permit the placing of the trench
supporting material.
3.2.O.b. TRENCH EXCAVATION IN EARTH: Earth excavation includes all excavation of whatever substance encountered. In locations where pipe is to be bedded in earth excavated trenches, fine grade the
bottoms of such trenches to allow firm bearing for the bottom of the pipe on undisturbed earth. Where any part of the trench has been excavated below the grade of the pipe, fill the part excavated
below such grade with pipe bedding material and compact at the Contractors expense.
3.2.O.c. TRENCH EXCAVATION IN FILL: If pipe is to be laid in embankments or other recently filled material, first place the fill material to the finish grade or to a height of at least one foot above the
top of the pipe, whichever is the lesser. Take particular care to ensure maximum consolidation of material under the pipe location. Excavate the pipe trench as though in undisturbed material.
3.2.O.d. TRENCH EXCAVATION IN ROCK: Excavate rock, when encountered, to provide a clearance of at least 12 inches on each side of pipe, valves and fittings. Excavate trench below the bottom of
the pipe barrel to a depth of 6 inches, unless shown otherwise on the Drawings, and refill with a compacted gravel bedding as herein specified or indicated on the Drawings.
3.2.O.e. TRENCH BOTTOM IN POOR SOIL: Excavate and remove unstable or unsatisfactory soils to a width and depth, as directed by the Engineer, and refill with a thoroughly compacted gravel bedding.
The undercutting and filling with gravel bedding of unstable soils caused by flooding or insufficient dewatering shall be at the expense of the Contractor.
3.2.O.f. BELL HOLES: Provide bell holes at each joint to permit the joint to be made properly and to provide a continuous bearing and support for the pipe.
3.2.1. EXCAVATION NEAR EXISTING UTILITIES AND STRUCTURES
3.2.1.x. EXISTING UTILITIES
(1) Attention is directed to the fact that there are pipes, drains, and other utilities in locations [adjacent to] the proposed work. Where information is available as to the location of existing pipes, drains,
and other utilities, the approximate locations have been indicated on the Drawings; however, the completeness or accuracy of the information given is not guaranteed.
(2) As the excavation approaches pipes, conduits, or other underground structures, discontinue digging by machinery and excavate by means of hand tools, as directed. Such manual excavation, when
incidental to normal excavation, is included in the work to be done under items involving normal excavation.
(3) Where determination of the exact location of a pipe or other underground structure is necessary for doing the work properly, the Contractor may be required to excavate test pits to determine such
locations. When such test pits may be properly considered as incidental to other excavation, the work is understood to be included as a part of the excavation.
3.2.O.a. EXISTING STRUCTURES
(1) Support and protect from damage all existing pipes, poles, wires, fences, guard rails, curbing, catch basins, manholes, property line markers, and other structures which do not require temporary or
permanent relocation.
(2) Restore or replace damaged items, without compensation, to the condition in which they were found immediately before the work under this project was begun.
3.2.1. ROCK EXCAVATION
3.2.1.a. GENERAL:
(1) Rock consists of such materials in the original bed or well defined ledges which, in the opinion of the Engineer, cannot be removed with pick and shovel, ditching machine, backhoe, or other similar
devices and which re uires drillin and blastin or the use of jack hammers or bull oints. Concrete and mason structures that re uire drillin and blastin for removal will be considered as rock unless
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otherwise provided for herein. Boulders or detached pieces of rock having volumes of more than 8 cubic feet are considered as rock.
(2) Excavate rock, if encountered, to the lines and grades indicated on the Drawings or as directed; dispose of the excavated materials, and furnish acceptable material for backfill in place of the
excavated rock.
(3) In general, excavate rock in pipe trenches so as to be no less that 12 inches from the pipe after it has been laid. Before the pipe is laid, backfill the trench to the correct subgrade with
thoroughly compacted, suitable material or, when so specified or indicated on the Drawings, with the same material as that required for bedding the pipe, furnished and placed at the expense of the
Contractor.
3.2.O.a. EXCESS ROCK EXCAVATION:
(1) If rock is excavated beyond the limits indicated on the Drawings, specified, or authorized in writing by the Engineer, the excess excavation, whether resulting from overbreakage or other causes, shall
be backfilled, by and at the expense of the Contractor, as specified below:
(2) In pipe trenches, fill excess excavation below the elevation of the top of the bedding, cradle, or envelope with material of the same type, placed and compacted in the same manner, as specified for
the bedding, cradle, or envelope. Fill excess excavation above said elevation with earth as specified in the parograh 3.3.2., TRENCH BACKFILL.
(3) In excavations for structures, fill excess excavation in the rock beneath foundations with concrete. Fill other excess excavation with earth as specified in the paragraph 3.3.1., BACKFILL AROUND
STRUCTURES.
3.2.O.a. SHATTERED ROCK: If the rock below normal depth is shattered due to drilling or blasting operations of the Contractor, and the Engineer considers such shattered rock to be unfit for
foundations, remove the shattered rock and backfill the excavation with concrete as required, except that in pipe trenches, screened gravel may be used for backfill, if approved. All such removal and
backfilling shall be done by and at the expense of the Contractor.
3.2.O.b. PREPARATION OF ROCK SURFACES
(1) Whenever so directed during the progress of the work, remove all dirt and loose rock from designated areas and clean the surface of the rock thoroughly, using steam to melt snow and ice, if
necessary. Remove water in depressions as required so that the whole surface of the designated area can be inspected to determine whether seams or other defects exist.
(2) Leave the surfaces of rock foundations sufficiently rough to bond well with the structures and embankments to be built thereon, and if required, cut to rough benches or steps.
(1) Before any structure or embankment is built on or against the rock, clean from the rock all vegetation, dirt, sand, clay, boulders, scale, excessively cracked rock, loose fragments, ice, snow, and
other objectionable substances. Use picking, barring, wedging, streams of water under sufficient pressure, stiff brushes, hammers, steam jets, and other effective means to accomplish this cleaning.
Remove all free water left on the surface of the rock.
1.2.0.0. REMOVAL OF BOULDERS: Remove piles of boulders or loose rock encountered within the limits of earth embankments to a suitable place of disposal.
1.2.0.b. DISPOSAL OF EXCAVATED ROCK: Excavated rock may be used in backfilling trenches subject to the following limitations:
(1) Do not use pieces of rock larger than permitted under the paragraph 3.3.2., TRENCH BACKFILL.
(2) The quantity of rock used as backfill in any location must not be so great as to result in the formation of voids.
(3) Do not place rock backfill within 16 inches of the surface of the finish grade, or in embankments for aeration basins.
(4) Dispose of surplus excavated rock as specified in the subsection entitled DISPOSAL OF SURPLUS MATERIAL.
1.3. BACKFILL
1.3.1. BACKFILL AROUND STRUCTURES
1.3.1.0. GENERAL: Unless otherwise specified or indicated on the Drawings, use suitable material for backfill which was removed in the course of making the construction excavations. Do not use
frozen material for the backfill and do not place backfill upon frozen material. Remove previously frozen material before new backfill is placed.
1.3.1.b. MATERIAL: Approved selected materials available from the excavations may be used for backfilling around structures. Obtain material needed in addition to that of construction excavations from
approved banks or other approved deposits. Furnish all borrow material needed on the work. Place and compact all material, whether from the excavation or borrow, to make dense, stable fill. Use fill
material which contains no vegetation, masses or roots, individual roots over 18 inches long or more than 1/2—inch in diameter, stones over 4 inches in diameter, or porous matter. Organic matter must
not exceed minor quantities.
1.3.1.c. PLACING BACKFILL: Do not place backfill against or on structures until they have attained sufficient strength to support the loads (including construction loads) to which they will be subjected,
without distortion, cracking, or other damage. Make special leakage tests, if required, as soon as practicable after the structures are structurally adequate and other necessary work has been done. Use
the best of the excavated materials in backfilling within 2 feet of the structure. Avoid unequal soil pressures by depositing the material evenly around the structure. Place fill and backfill in layers not
more than 6 inches thick, except as specified otherwise herein, and compact each layer evenly to the specified density. Do not backfill against concrete without Engineer's approval.
1.3.2. TRENCH BACKFILL
1.3.2.x. GENERAL:
(1) Unless otherwise specified or indicated on the Drawings, use suitable material for backfill which was removed in the course of making the construction excavations. Do not use frozen material for
the backfill and do not place backfill on frozen material. Remove previously frozen material before new backfill is placed. Start backfilling as soon as practicable after the pipes have been laid, or the
structures have been built and are structurally adequate to support the loads, including construction loads to which they will be subjected, and proceed until its completion.
(2) With the exception mentioned below in this paragraph, do not backfill trenches at pipe joints until after that section of the pipeline has successfully passed any specified tests required. Should the
Contractor wish to minimize the maintenance of lights, and barricades, and the obstruction of traffic, he may, at his own risk, backfill the entire trench as soon as practicable after installation of pipe and
the related structures have acquired a suitable degree of strength. He shall, however, be responsible for removing and later replacing such backfill, at his own expense, should he be ordered to do so in
order to locate and repair or replace leaking or defective joints or pipe.
1.3.0.0. MATERIALS: The nature of the materials will overn both their acce tabilit for backfill and the methods best suited for their lacement and com action in the backfill. Both are subject to the
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approval of the Engineer. Do not place stone or rock fragments larger than (2) inches in greatest dimension in the backfill. Do not drop large masses of backfill material into the trench in such a
manner as to endanger the pipe line. Use a timber grillage to break the fall of material dropped from a height of more than 5 feet. Exclude pieces of bituminous pavement from the backfill unless their
use is expressly permitted.
1.3.0.b. ZONE AROUND PIPE: Place bedding material to the level shown on the Drawings and work material carefully around the pipe to insure that all voids are filled, particularly in bell holes. For
backfill up to a level of 2 feet over the top of the pipe, use only selected materials containing no rock, clods or organic materials. Place the backfill and compact thoroughly under the pipe haunches
and up to the mid—line of the pipe in layers not exceeding 6 inches in depth. Place each layer and tamp carefully and uniformly so as to eliminate the possibility of lateral displacement. Place and
compact the remainder of the zone around the pipe and to a height of one foot above the pipe in layers not exceeding 6 inches and compact to a maximum density of at least 100 percent as
determined by ASTM D698.
1.3.0.c. TAMPING
1 De osit ands read backfill materials in uniform arallel la ers not exceedin 12 inches thick before com action. Tam each la er before the next la er is laced to obtain a thorou hl com acted
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mass. Furnish and use, if necessary, an adequate number of power driven tampers, each weighing at least 20 pounds for this purpose. Take care that the material close to the bank, as well as in all
other portions of the trench, is thoroughly compacted. When the trench width and the depth to which backfill has been placed are sufficient to make it feasible, and it can be done effectively and without
damn a to the a backfill ma on a roval be com acted b the use of suitable rollers tractors or similar owered a ui ment instead of b tam in . For com action b tam in or rollin the rate
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at which backfilling material is deposited in the trench shall not exceed that permitted by the facilities for its spreading, leveling and compacting as furnished by the Contractor.
2 Wet the material b s rinklin if necessa to insure ro er com action b tam in or rollin . Perform no com action b tam in or rollin when the material is too wet either from rain or
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applied water to be compacted properly.
1.3.0.0. TRENCH COMPACTION: Com act backfill in a trenches to the maximum densit as shown on the Drawin s or as listed in the subsection entitled COMPACTION with a moisture content within
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the range of values of maximum density as indicated by the moisture—density relationship curve.
1.4. SITE GRADING
1.4.1. GENERAL: Uniformly grade areas within limits of grading under this section, including adjacent transition areas. Smooth finish the surface within specified tolerances; compact with uniform levels or
slo es between oints where elevations are shown or between such oints and existin rades.
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1.4.2. GROUND SURFACE PREPARATION: Remove vegetation, debris, unsatisfactory soil materials, obstructions, and deleterious materials from ground surface prior to placement of fills. Plow, strip, or break
u slo ed surfaces stee er than 1 vertical to 4 horizontal so that fill material will bond with existin surface. Sha a the sub rade as indicated on the Drawin s b forkin furrowin or lowin so that
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the first layer of new material placed thereon will be well bonded to it.
1.4.3. PLACEMENT AND COMPACTION
1.4.3.0. Place backfill and fill materials in la ers not more than 6 inches in loose de th. Before com action moisten or aerate each la er as necessa to rovide the o timum moisture content.
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Com act each la er to the re uired ercenta a of maximum densit for each area classification. Do not lace backfill or material on surfaces that are mudd frozen or contain frost or ice.
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1.4.3.b. In areas not accessible to rollers or com actors com act the fill with mechanical hand tam ers. If the mixture is excessive) moistened b rain aerate the material b means of blade
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graders, harrows, or other approved equipment, until the moisture content of the mixture is satisfactory. Finish the surface of the layer by blading or rolling with a smooth roller, or a combination thereof,
and leave the surface smooth and free from waves and ine ualities.
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1.4.3.c. Place backfill and fill materials evenly adjacent to structures, to the required elevations. Take care to prevent wedging action of backfill against structures. Carry the material uniformly around
all parts of the structure to approximately the same elevation in each lift.
1.4.3.d. When existing ground surface has a density less than that specified under the subsection entitled COMPACTION for the particular area classification, break up the ground surface, pulverize,
moisture—condition to the o timum moisture content and com act to re uired de th and ercenta a of maximum densit .
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1.4.4. GRADING OUTSIDE BUILDING LINES: Grade to drain awa from structures to revent ondin of water. Finish surfaces free from irre ular surface chan es.
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1.4.5. PLANTING AREAS: Finish areas to receive to soil to within not more than one inch above or below the re uired sub rade elevations com acted ass ecified and free from irre ular surface chan es.
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1.4.6. WALKS: Shape the surface of areas under walks to line, grade, and cross—section, with the finish surface not more than zero inches above or one inch below the required subgrade elevation,
compacted as specified, and graded to prevent ponding of water after rains.
1.4.7. PAVEMENTS
1.4.7.0. Shape the surface of the areas under pavement to line, grade and cross section, with finish surface not more than 1/2—inch above or below the required subgrade elevation, compacted as
specified, and graded to prevent ponding of water after rains. Include such operations as plowing, discing, and any moisture or aerating required to provide the optimum moisture content for compaction.
1.4.7.b. Fill low areas resulting from removal of unsatisfactory soil materials, obstructions, and other deleterious materials, using satisfactory soil material. Shape to line, grade, and cross section as
shown on the Drawings.
1.4.8. GRADING SURFACE OR 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 1/4—inch
when tested with a 10—foot straightedge.
1.4.9. PROTECTION OF GRADED AREAS: Protect newly graded areas from traffic and erosion, and keep free of trash and debris. Repair and re—establish grades in settled, eroded, and rutted areas to
specified tolerances.
1.4.10.RECONDITIONING COMPACTED AREAS: Where completed compacted areas are disturbed by subsequent construction operations or adverse weather prior to acceptance of work, scarify surface,
reshape, and compact to required density prior to further construction.
1.5. RESPREADING TOPSOIL
1.5.1. GENERAL
1.5.1.a. This work consists of preparing the ground surface for topsoil application and removing topsoil from stockpile and placing and spreading the topsoil on smooth, graded areas in accordance with
these Specifications.
1.5.1.b. Supply topsoil reasonably free from subsoil, clay lumps, stones, or other similar objects larger than 2 inches in greatest diameter, brush, stumps, roots, objectionable weeds or litter, excess
acid or alkali, or any other material or substance which may be harmful to plant growth or a hindrance to subsequent smooth grading, planting, and maintenance operations.
1.5.1.c. Respread topsoil on all excavated areas and areas damaged by the work.
1.5.1.d. Clear the surface of the areas to be topsoiled of all stones larger than (2) inches in greatest dimension and all litter or other material which may be detrimental to proper bonding, the rise
of capillary moisture, and the proper growth of the desired planting. Maintain the grades on the areas to be topsoiled in a true and even condition. Where grades have not been established, smooth
grade the area and leave the surface at the prescribed grades in an even and properly compacted condition, which insofar as practical will prevent the formation of low places or pockets where water will
stand.
1.5.1.e. Dump the topsoil in separate piles uniformly distributed on the designated areas so that when spread it will give a 4—inch depth of compacted topsoil over the graded area. Leave in place the
Iles of to soil on an iven area until it has been determined that the re uirements of the S ecifications have been met and s readin has been authorized b the En ineer. Even/ s read the to soil
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over the areas b a blade rader or other a ui ment. S read in such a manner that rassin o erations can roceed with a minimum of soil re aration or tillin . Correct an irre ularities in the surface
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resultin from to soilin or other o erations insofar as ractical to revent the formation of low laces and ockets where water will stand. Do not lace to soil when it or the round surface is frozen
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excessively wet, or in a condition otherwise unsatisfactory for preparation of planting surfaces or smooth grading operations.
1.5.1.f. After the topsoil has been spread and the area smoothed to the specified grades, clear the surface of all stones, roots, other objects larger than 2 inches in greatest diameter, and of all
wire, brush or other objects that may interfere with subsequent planting or maintenance operations. Remove promptly any topsoil or other dirt which may be brought upon concrete as a result of hauling
of topsoil.
1.6. COMPACTION
1.6.1. GENERAL: Control soil com action durin construction rovidin at least the minimum ercenta a of densit s ecified for each area classification.
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1.6.2. PERCENTAGE OF MAXIMUM DENSITY RE UIREMENTS: After com action all fill will be tested in accordance with Method "C" of ASTM D698 unless s ecified otherwise. Exce t as noted otherwise for the
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zone around pipe, provide not less than the following percentages of maximum density of soil material compacted at optimum moisture content, for the actual density of each layer of soil
material—in—place.
STRUCTURE FOUNDATIONS:Top 12" — 100%; Remainder — 95%UNDER BUILDING SLABS:Top 12" — 100%; Remainder — 95%UNPAVED AREAS:Compact full depth to — 92%WALKWAYS:Top 18" — 100%; Remainder —
95%DRIVES AND PARKING:To 24" — 100%• Remainder — 98%TRENCH BACKFILL PAVED AREAS :To 18" — 100%• Remainder — 95%TRENCH BACKFILL UNPAVED AREAS :Com act full de th to — 92%ALL OTHER
BACKFILL: Top 24" — 100%; Remainder — 95%.
1.6.3. MOISTURE CONTROL: 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, 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. 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 discing, harrowing or pulverizing, until moisture content is
reduced to a satisfactory value, as determined by moisture—density relation tests.
1.7. CARE AND RESTORATION OF PROPERTY
1.7.1. GENERAL
1.7.1.x. Enclose the trunks of trees which are to remain adjacent to the work with substantial wooden boxes of such height as may be necessary to protect them from piled material, equipment or
equipment operation. Use excavating machinery and cranes of suitable type and operate the equipment with care to prevent injury to remaining tree trunks, roots, branches and limbs.
1.7.1.b. Do not cut branches, limbs, and roots except by permission of the Engineer. Cut smoothly and neatly without splitting or crushing. In case of cutting or unavoidable injury to branches, limbs,
and trunks of trees, neatly trim the cut or injured portions and cover with an application of grafting wax or tree healing paint as directed.
1.7.1.c. Protect by suitable means all cultivated hedges, shrubs and plants which might be injured by the Contractor's operations. Promptly heel in any such trees or shrubbery necessary to be removed
and replanted. Perform heeling in and replanting under the direction of a licensed and experienced nurseryman. Replant in their original position all removed shrubbery and trees after construction operations
have been substantially completed and care for until growth is re—established.
1.7.1.d. Replace cultivated hedges, shrubs, and plants injured to such a degree as to affect their growth or diminish their beauty or usefulness, by items of kind and quality at least equal to the kind
and quality existing at the start of the work.
1.7.1.e. Do not operate tractors, bulldozers or other power—operated equipment on paved surfaces if the treads or wheels of the equipment are so shaped as to cut or otherwise injure the surfaces.
1.7.1.f. Restore all surfaces, including lawns, grassed, and planted areas which have been injured by the Contractor's operations, to a condition at least equal to that in which they were found
immediately before the work was begun. Use suitable materials and methods for such restoration. Maintain all restored plantings by cutting, trimming, fertilizing, etc., until acceptance. Restore existing
property or structures as promptly as practicable and do not leave until the end of construction period.
1.7.2. FENCES: Remove fences which interfere with the Contractor's operation and (unless otherwise specified) later restore them to a condition at least as good as that in which they were found
immediately before the work was begun, all without additional compensation. Restore fences as promptly as possible and do not leave until the end of the construction period.
1.7.3. PROPERTY MARKERS: Replace property line markers which are disturbed or removed. Have this work performed by a Registered Land Surveyor.
(End of Section 02220)
SECTION 02611 GRADED AGGREGATE BASE COURSE
1. GENERAL
1.1. RELATED DOCUMENTS
Requirements of the General and Supplemental Conditions apply to all Work in this Section. Provide all labor, material, equipment, and services indicated on the Drawings, or specified herein or reasonably
necessary for and incidental to a complete job.
1.2. DESCRIPTION OF WORK
The work includes the placement of a graded aggregate base course upon a prepared subgrade and a prime coat, when directed, at locations shown on the Drawings.
1.3. RELATED WORK SPECIFIED ELSEWHERE
Excavation and Backfill Section 02220
1.4. QUALITY ASSURANCE
1.4.1. Referenced Standards: Unless otherwise indicated, all referenced standards shall be the latest edition available at the time of bidding. Any requirements of these Specifications shall in no way
invalidate the minimum requirements of the referenced standards.
NCDOT North Carolina Department of Transportation Standard Specifications for Highway Construction, Latest Edition
1.4.2. Qualifications Of Workmen: Assign at least one person who is thoroughly trained and experienced in the skills required, who is completely familiar with the design and application of the work
described for this Section, and who will be present at all times during progress of the work of this Section and direct all work performed under this Section.
1.4.3. For actual finishing of asphaltic concrete surfaces and operation of the required equipment, use only personnel thoroughly trained and experienced in the skills required.
1.5. JOB CONDITIONS
1.5.1. DUST CONTROL: Use all means necessary to prevent the spread of dust during performance of the work of this Section. Thoroughly moisten all surfaces as required to prevent dust being a nuisance
to the public, neighbors, and concurrent performance of other work on the job site.
2. PRODUCTS
2.1. GRADED AGGREGATE BASE COURSE
2.2. Comply with the applicable material requirements of NCDOT Standard Specifications for Highway Construction.
2.3. PRIME COAT
2.4. Comply NCDOT Standard Specifications for Highway Construction, Bituminous Materials, for base priming when specified on the Drawings or directed by the Engineer.
3. EXECUTION
3.1. INSTALLATION, GENERAL
3.1.1. Subgrade: Preparation of the subgrade is covered in the applicable provisions of Section 02220, EXCAVATION AND BACKFILL. Construct the subgrade to consist of compacted fill material specified in
the referenced section.
3.1.2 Loose Material: Remove all loose material from the compacted subgrade surface immediately before placing base course.
3.1.3 Proof—Roll: Proof—roll prepared subgrade surface to check for unstable areas and the need for additional compaction. Notify the Engineer of unsatisfactory conditions. Do not begin base course
work until such conditions have been corrected and are ready to receive paving.
3.1.4 Thicknesses: Install thickness of base course as indicated on the Drawin s. In— lace com acted thicknesses will not be acce table if exceedin the followin allowable variation from thicknesses
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shown on the Drawings:
3.1.5 Base Course: 1/2—inch
3.1.6 Surface Smoothness: Test the finished surface of the base course for smoothness, using a 3.1 m straightedge applied parallel with, and at right angles to, centerline of paved area. Surfaces will
not be acceptable if exceeding the following tolerance for smoothness:
3.1.7 Base Course Surface: 1/4—inch
3.1.8 Grade Control: Establish and maintain the required lines and grades, including crown and cross—slope, for each course during construction operations.
3.2 GRADED AGGREGATE BASE COURSE
3.2.1 General: This work shall consist of a graded aggregate base course composed of materials as described in NCDOT Standard Specifications for Highway Construction, placed on a prepared foundation,
mixed, shaped, compacted, and primed (when directed), all in accordance with these specifications. The base course shall conform to the lines, grades, dimensions and cross—sections shown on the Plans
or as directed by the Engineer.
3.2.2 Installation Requirements: Comply with the requirements of NCDOT Standard Specifications for Highway Construction.
3.2.3 Prime Coat: Comply with the requirements of NCDOT Standard Specifications for Highway Construction.
(End of Section 02611)
SECTION 02612 BITUMINOUS PAVING
1. GENERAL
1.1. RELATED DOCUMENTS
1.2. Requirements of the General and Supplemental Conditions apply to all Work in this Section. Provide all labor, material, equipment, and services indicated on the Drawings, or specified herein or
reasonably necessary for and incidental to a complete job.
1.3. DESCRIPTION OF WORK
1.3.1. GENERAL:
1.3.1.a. The extent of bituminous paving is shown on the Drawings and includes (but is not necessarily limited to) bituminous paving of roads, driveways, and parking areas.
1.3.1.b. The work includes the placement of an graded aggregate base course upon a prepared subgrade, a bituminous tack coat and wearing surface of asphaltic concrete.
1.3.2. RELATED WORK SPECIFIED ELSEWHERE:
Excavation and Backfill Section 02220
1.4. QUALITY ASSURANCE
1.4.1. REFERENCED STANDARDS: Unless otherwise indicated all referenced standards shall be the latest edition available at the time of biddin . An re uirements of these S ecifications shall in no w0
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invalidate the minimum re uirements of the referenced standards.
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NCDOT North Carolina State Highway Department Standard Specifications for Highway Construction, Latest Edition
1.4.2. QUALIFICATIONS OF WORKMEN:
1.4.2.a. Assi n at least one erson who is thorou hl trained and ex erienced in the skills re uired who is com letel familiar with the desi n and a lication of the work described for this Section
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and who will be present at all times during progress of the work of this Section and direct all work performed under this Section.
1.4.2. b. For actual finishing of asphaltic concrete surfaces and operation of the required equipment, use only personnel thoroughly trained and experienced in the skills required.
1.5. JOB CONDITIONS
1.5.1. WEATHER LIMITATIONS: Apply bituminous tack coats only when the ambient temperature in the shade is above 50 degrees F. and when the temperature has not been below 35 degrees F. for 12
hours immediately prior to application. Construct bituminous surface course only when atmospheric temperature is above 40 degrees F., when the underlying base is dry, and when the weather is not rainy.
Base course ma be laced when air tem erature is not below 30 de rees F. and risin unless otherwise directed b the En ineer.
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1.5.2. DUST CONTROL: Use all means necessa to revent the s read of dust durin erformance of the work of this Section. Thorou hl moisten all surfaces as re uired to revent dust bein a
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nuisance to the ublic nei hbors and concurrent erformance of other work on the ob site.
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1.5.3. PROTECTION: Use all means necessa to rotect avement materials before durin and after installation and to rotect the installed work and materials of all other trades.
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1.5.4. REPLACEMENTS: In the event of damage, immediately make all repairs and replacements necessary, to the approval of the Engineer, and at no additional cost to the Owner.
1.6. PRODUCT DELIVERY
1.6.1. GENERAL: Transport asphalt cement mixtures from the mixing plant to the project site in trucks having tight, clean compartments. Provide covers over asphalt cement mixture when delivering to
protect the mixture from weather and to prevent loss of heat. During period of cool weather or for long—distance deliveries, provide insulation around entire truck bed surfaces.
2. PRODUCTS
2.1. GRADED AGGREGATE BASE COURSE: Comply with the applicable Subsections of NCDOT Specifications, GRADED AGGREGATE BASE COURSE (with prime).
2.2. HOT MIX ASPHALT SURFACE COURSE: Comply with the requirements of NCDOT Specifications, HOT MIX ASPHALT SURFACE COURSE.
2.2.1. COMPOSITION OF MIXTURE: Com I with the re uirements of NCDOT S ecifications Com osition of Mixture T e 1. Furnish sam les if re uested b the En ineer.
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2.3. PARKING LINE PAINT: Provide white lane marking paint with chlorinated rubber base, a factory—mixed, quick—drying, non—bleeding material complying with FS TT—P-115, Type III, unless otherwise
acceptable to the Engineer.
3. EXECUTION
3.1. INSPECTION
3.1.1. Examine the areas and conditions under which the bituminous avin will be installed and notif the En ineer in writin of conditions detrimental to the ro er and time) com letion of the work. Do
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not proceed with the work until unsatisfactory conditions have been corrected in an acceptable manner.
3.1.2. Verify that pavement may be installed in strict accordance with the original design, all pertinent codes and regulations, and all pertinent portions of the referenced standards.
3.2. INSTALLATION, GENERAL
3.2.1. SUBGRADE: Preparation of the subgrade is covered in the applicable provisions of Section 02220, EXCAVATION AND BACKFILL. Construct the subgrade to consist of compacted fill material specified in
the referenced section.
3.2.2. LOOSE MATERIAL: Remove all loose material from the com acted sub rade surface immediate) before lacin bituminous materials.
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3.2.3. PROOF—ROLL: Proof—roll prepared subgrade surface to check for unstable areas and the need for additional compaction. Notify the Engineer of unsatisfactory conditions. Do not begin paving work
until such conditions have been corrected and are ready to receive paving.
3.2.4. THICKNESSES: Install thicknesses of base courses and surface courses as indicated on the Drawings for varying traffic and loading conditions. In—place compacted thickness' will not be acceptable
if exceedin the followin allowable variation from thickness' shown on the Drawin s:
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Base Course: 1/2", plus or minus
Surface Course: 1/4", plus or minus
3.3. SURFACE SMOOTHNESS:
3.3.1. Test the finished surface of each asphalt concrete course for smoothness, using a 10' straightedge applied parallel with, and at right angles to, centerline of paved area. Surfaces will not be
acceptable if exceeding the following tolerances for smoothness:
Base Course Surface: 1/4"
Wearing Course Surface: 3/16"
3.3.2. Check surfaced areas at intervals as directed by the Engineer. Test crowned surfaces with a crown template, centered and at right angles to the crown. Surfaces will not be acceptable if the finished
crown surfaces vary more than 1/4" from the crown template.
3.3.3. GRADE CONTROL: Establish and maintain the required lines and grades, including crown and cross—slope, for each course during construction operations.
3.4. FRAME ADJUSTMENTS:
3.4.1. Set frames for manholes and other such units, within areas to be paved, to final grade as part of this work. Include existing frames or new frames furnished in other sections of these
Specifications.
3.4.2. Surround frames set to grade with a ring of compacted asphalt concrete base prior to paving. Place asphalt concrete mixture up to one inch below top of frame; slope to grade, and compact with
hand tamp.
3.4.3. Adjust frames as required for paving. Provide temporary closures over openings until completion of rolling operations. Remove closures at completion of the work. Set cover frames to grade, flush
with surface of adjacent pavement.
3.5. EQUIPMENT:
3.5.1. The method employed in performing the work and all equipment, plant, machinery and tools, used in handling the materials and performing any part of the work shall be subject to the approval of
the Engineer before work is started, and when found unsatisfactory shall be changed and improved as required. All equipment, tools, machinery and plants used must be maintained in a satisfactory
working condition.
3.5.2. Comply with the requirements of NCDOT Specifications.
3.6. CONSTRUCTION REQUIREMENTS:
3.6.1. Comply with the requirements of NCDOT Specifications.
3.7. GRADED AGGREGATE BASE COURSE
3.7.1. GENERAL: This work consists of a base course composed of course aggregate, together with fine aggregate or binder material with water which is mixed, compacted, and primed, all in accordance
with these Specifications and in conformity with the lines, grades, and typical cross section shown on the Drawings or as otherwise specified.
3.7.2. INSTALLATION REQUIREMENTS: Comply with the requirements of NCDOT Specifications.
3.7.3. PRIME COAT: Comply with the requirements of NCDOT Specifications.
3.8. HOT MIX ASPHALT SURFACE COURSE
3.8.1. INSTALLATION REQUIREMENTS:
3.8.1.0. Comply with the requirements of NCDOT Specifications, Equipment Requirements, and Construction Requirements.
3.8.1.b. Conform to the lines, grades, and cross sections indicated on the Drawings with thickness shown after full compaction.
3.8.2. TYING TO EXISTING BITUMINOUS PAVEMENT: Where new pavement ties to existing pavement, cut the existing pavement to a straight line and completely remove all materials on the new pavement side
of the cut and replace with new materials. Coat the cut line with a tack coat to furnish a bond between the existing surface course and the new surface course. Do not allow the new work to overlap
the existin work. Notif the ro er authorities at least 10 da s before be innin the work of t in to the existin work.
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3.8.3. DELAY OF SURFACE COURSE INSTALLATION: Install the base course durin construction of the roject. Immediate/ rior to the com letion of the roject brin the base course to the s ecified
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thickness, true the edges, apply a tact coat, in accordance with the type of base course used, then apply the surface course.
3.8.4. DRAINAGE: Crown or slope all paved areas for complete water drainage under all weather conditions. If required by the Engineer, hose down the surface to demonstrate proper drainage at the
preliminary review when the project is completed and again at the end of the one year guarantee period. Remove and replace any area that shows puddling 30 minutes after hosing, at no additional cost
to the Owner.
3.8.5. REMEDIAL MEASURES: Upon direction of the engineer, cut out and/or rework all surfaces and subgrade areas which do not meet the requirements of this Section; perform all remedial measures at
no additional cost to the Owner.
3.8.6. PARKING LINE PAINTING: Paint parking lines 4 inches wide and of lengths indicated on the Drawings. Paint with mechanical equipment providing uniform straight edges, applied in 2 coats at the
manufacturer's recommended rates.
3.8.7. CLEAN UP: Upon completion of paving, remove all surplus materials, dunnage, cartons, and other debris resultant from work of this Section. Leave entire work in satisfactory, acceptable,
broom—clean condition.
(End of Section 02612)
SECTION 03300 CAST—IN—PLACE CONCRETE
1. GENERAL
1.1 SECTION INCLUDES
A. Cast—in—place concrete
1.2 REFERENCES
A. The publications listed below form a part of this specification to the extent referenced. The publications are referenced to in the text by basic designation only.
1. AMERICAN CONCRETE INSTITUTE (ACI)
a. ACI 304R Guide for Measuring, Mixing, Transporting, and Placing Concrete
b. ACI 318/318R Building Code Requirements for Reinforced Concrete
2. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
a. ASTM A 615 Deformed and Plain Billet—Steel Bars for Concrete Reinforcement
b. ASTM C 94 Ready—Mixed Concrete
1.3 SUBMITTALS
A. SD -05, Design Data
1. Concrete mix designs.
1.4 QUALITY ASSURANCE
A. Perform Work in accordance with ACI 301.
PART 2 PRODUCCTS
2.1 CONCRETE
A. Concrete: ASTM C 94: 4500 psi at 28 days using Type I or Type II cement; air—entrained to produce 5— to 7—percent air content, 4—inch maximum slump.
1. Aggregate for concrete: ACI 318.
2. Bar reinforcement: ASTM A 615, Grade 60, deformed.
PART 3 EXECUTION
3.1 PLACEMENT
A. The Engineer shall be contacted prior to placing all concrete to allow time for inspection. Place concrete in accordance with ACI 304R. Protect concrete from premature drying and excessively hot
and cold temperatures. Maintain minimal moisture loss at a relatively constant temperature for the time necessary for hydration of the cement and proper hardening of the concrete. Cure for a
minimum period of 7 days.
3.2 FORMWORK
A. Provide formed surfaces with plywood finish. Use commercially manufactured metal ties and other form accessories. Leave no metal within 1 inch of surface in exposed work. Patch tie holes and
repairable defective areas immediately after form removal. Remove honeycombed and defective concrete down to sound concrete. Use patching mortar consisting of one part cement to 2-1/2 parts
sand with no more mixing water than necessary for handling and placing.
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JOB NUMBER:
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DATE
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DRAVN,N BY.
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CHECKED BY:
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REVISIONS
10
DESCRIPTION
DATE
SPC103
SHEET
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SECTION 02451 REINFORCED CONCRETE PIPE
1. GENERAL
1.1. RELATED DOCUMENTS
1.1.1. Requirements of the General and Supplemental Conditions apply to all Work in this Section. Provide all labor, material, equipment, and services indicated on the Drawings or specified herein or reasonably necessary for
and incidental to a complete job.
1.2. DESCRIPTION OF WORK
1.2.1. The work includes the installation of all reinforced concrete pipe shown on the Drawings.
1.2.2. RELATED WORK SPECIFIED ELSEWHERE:
Excavation and Backfill Section 02220
1.3. QUALITY ASSURANCE
1.3.1. REFERENCED STANDARDS: Unless otherwise indicated, all referenced standards shall be the latest edition available at the time of bidding. Any requirements of these Specifications shall in no way invalidate the minimum
requirements of the referenced standards:
NCDOT North Carolina Department of Transportation Standard Specifications for Highway Construction, Latest Edition
ASTM C33 Concrete Aggregates
ASTM C76 Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe
ASTM C150 Portland Cement
ASTM C361 Reinforced Concrete Low— Head Pressure Pipe
ASTM C443 Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets
AASHTO M 198 Joints for Circular Concrete Sewer and Culvert Pipe Using Flexible Watertight Gaskets
ASTM C507 Reinforced Concrete Elliptical Culvert, Storm Drain, and Sewer Pipe
ASTM C877 External Sealing Bands for Noncircular Concrete Sewer, Storm Drain, and Culvert Pipe
ASTM C990 Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants
1.3.2. MANUFACTURER'S QUALIFICATIONS: Only the products of a manufacturer regularly engaged in the manufacture of pipe used for the conveyance of water will be acceptable.
1.3.3. INSPECTION AND ACCEPTANCE OF PIPE: Acceptance will be on the basis of design, material tests, and inspection of the complete product. The quality of all materials used in the pipe, the process of manufacture, and
the finished pipe shall be subject to inspection by the Engineer. Inspection may be made at the place of manufacture, or on the job site after delivery, or at both places and the pipe shall be subject to rejection at any
time on account of failure to meet any of the specification requirements, even though sample pipe units may have been accepted as satisfactory at the place of manufacture. All pipe which is rejected must be immediately
removed from the project site by the Contractor.
1.3.4. SUBMITTALS SHOP DRAWINGS; PIPE: Before fabrication, submit for approval drawings showing pipe dimensions, joints, reinforcement and other details.
1.3.5. MANUFACTURER'S CERTIFICATION: Manufacturer shall submit a letter certification stating that the pipe is manufactured and tested in accordance with ASTM C76 (latest edition).
2. PRODUCTS
2.1. MANUFACTURE OF PIPE
2.1.1. GENERAL: Use new pipe complying with ASTM C76 or ASTM C507, and with the additional requirements specified herein. Unless otherwise noted on the Drawings, provide Class III pipe with Wall B. All pipe approved will
have an interior surface which is free from roughness, projection, indentations, offsets or irregularities of any kind.
2.1.2. PIPE LENGTHS: Furnish pipe in nominal 8 foot lengths. Shorter lengths may be used where required by Construction details or when approved by the Engineer.
2.1.3. LIFT HOLES will not be permitted in pipe.
2.1.4. REPAIRS: Pipe may be repaired, if necessary, because of occasional minor imperfections in manufacture or accidental injury during handling and will be acceptable if, in the opinion of the Engineer, the repairs are
sound, properly finished and cured, and the repaired pipe conforms to the requirements of ASTM C76. Use mortar for repairs which has a compressive strength of 6,000 psi at the end of 28 days.
2.1.5. MARKING: Mark all pipe in accordance with ASTM C76; no pipe will be accepted unless these markings appear on all pipe.
2.2. JOINTING
2.2.1. GENERAL: Use rubber gaskets for flexible watertight joints. Conform to ASTM C443.
3. EXECUTION
3.1. INSPECTION
3.1.1. Examine the areas and conditions under which the pipe is to be installed and notify the Engineer in writing of conditions detrimental to the proper and timely completion of the work. Do not proceed with the work until
unsatisfactory conditions have been corrected in an acceptable manner.
3.2. EXCAVATION
3.2.1. GENERAL: Excavate trenches in accordance with Section 02220, EXCAVATION AND BACKFILL.
3.3. PIPE HANDLING
3.3.1. GENERAL: Transport pipe to the job site and handle in such a manner as not to damage the pipe.
3.3.2. STOCKPILING: Stockpile within the rights— of— way so that no dangerous conditions will exist to life or property. Store pipe so that damage to surfaces and/or structures will be prevented. Provide suitable devices to
support pipe when it is lifted.
3.4. PIPE INSTALLATION
3.4.1. GENERAL: Adhere to the rules, regulations and requirements of OSHA, Occupational Safety and Health Act.
3.4.2. PRECAUTIONS: Lay pipe in d rytrenches only. Keep all trenches completely free of water during beddin9, laying and jointing of pipe. De—water and use sheeting where required by field conditions. Pump or drain all
water away from the work and dispose of in a suitable manner so that no damage occurs outside the construction easement. Do not permit water to rise in an unbackfilled trench after pipe has been placed. Promptly
an
repair damage within the construction easement.
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3.4.3. TOLERANCES: Unless otherwise directed by the Engineer in writing, lay all pipe straight between changes in alignment and at uniform grade between change in grade. When jointed in the trench, the pipe shall form a
true and smooth line.
3.4.4. PIPE LENGTHS: Lay pipe in nominal 8 foot lengths; except the joints adjacent to any manhole shall have a minimum length of 2 feet.
3.4.5. TRENCH AND BED FOR PIPE: Conform to the requirements of NCDOT Standard Specifications.
3.4.5.a. After delivery alongside the trench, visibly inspect each length of pipe for damaged surfaces, breakage and conformance to specifications.
3.4.5.b. Acceptable pipe may be marked with paint or other permanent marking material so that the marks are plainly visible after installation in the trench and before the pipe is covered. Reject, stockpile, and remove from
the site all pipe not conforming to specifications.
3.4.5.c. See Drawings for Bedding Conditions. Where no other bedding is indicated, place pipe on a shaped bed of undisturbed material. Before pipe is placed on the bedding material, excavate suitable bell holes so that after
placement of the pipe, only the barrel receives bearing pressure from the supporting material. Support the entire length of the unit as shown on the Drawings.
3.4.5.d. Place pipe into its position in the trench in such manner and by such means as approved by the Engineer. Furnish approved devices to support all parts of the pipe unit when it is lifted. Protect pipe during handling
against impact shocks and free falls. Do not permit hooks to come in contact with premoulded joint surfaces. Lower pipe into position in the trench and joint without disturbing the bedding or adjoining section of pipe.
3.4.5.e. Handle pipe having premoulded joint rings or attached couplings so that no weight, including the weight of the pipe itself, will bear on or be supported by the jointing material. Take care to avoid dragging the spigot
ring on the ground or allowing it to be damaged by contact with gravel, crushed stone, or other hard objects. Do not subject the bell and spigot sections to direct stress of any kind except that required to effect the
jointing.
3.4.6. PIPE LAYING:
3.4.6.a. Unless otherwise shown on the Drawings, all pipe will be laid in open trench construction. Start laying pipe at the lowest point and install the pipe so that the spigot end points in the direction of flow. Lay pipe to
conform to the lines and grades indicated on the Drawings, unless otherwise directed by the Engineer in writing.
3.4.6.b. Clean all joint surfaces after the pipe units are aligned in the trench and are ready to be joined. Immediately before jointing the pipe, lubricate the bell or groove in accordance with the manufacturer's
recommendations. Then carefully push pipe unit into place without damage to the pipe or gasket. Use suitable devices to force the pipe together so that they will fit with a minimum open recess inside or outside and so that
they will have tightly sealed joints. Lay each pipe unit to form a close joint with the next adjoining pipe and bring the inverts continuously to the required grade.
3.4.6.c. Immediately after the pipe units are put together, inspect the position of the gasket in the joint using an approved feeler gauge to make sure it is properly positioned. Pull apart and remake all joints, using new
gaskets, if the gasket has become damaged or improperly positioned.
3.4.6.d. Make all joints in accordance with manufacturer's recommendations which are subject to approval by the Engineer. Prior to backfill, fill bell holes with bedding materials and compact so that the spigot will not move in
the bell of the adjoining pipe under backfill load. Do not permanently support pipe on saddles, blocking or boulders.
3.4.7. TEMPORARY PLUGS: At all times when pipe laying is not actually in progress, close the open end of pipe by temporary watertight plugs or by other approved means. If water is in the trench when work is resumed, do
not remove the plug until all danger of earth or other material entering the pipe has passed.
3.4.8. STOPPERS: Close open ends of pipe or fittings to be used for future connections as shown on the Drawings.
3.4.9. BLOCKING: Provide concrete blocking where indicated on the Drawings.
3.4.10.BACKFILL: When pipe has been properly bedded, backfill trenches in accordance with Section 02220, EXCAVATION AND BACKFILL.
3.5. CLEAN UP
3.5.1. Follow backfill, as closely as conditions will allow, with clean up operations.
4. MEASUREMENT AND PAYMENT
4.1. GENERAL
The Bid Price shall constitute full compensation for doing each item of work including all activities and incidentals required for the installation and completion of each item in accordance with the Contract Drawings,
Specifications and requirements.
Unless otherwise indicated and identified as a separate Bid Item to be measured and paid for as an individual and independent item of work, the Bid Price for each item shall be full compensation for the following
activities: Furnishing and installing all materials and equipment, including excavation, disposal of surplus excavated or material, backfill, compaction, all necessary shoring and bracing, de—watering, handling water flows,
protection of or removing and replacing base and pavement, property corners, signs, fences, landscaping, lawns, above and below ground utility lines and appurtenances, installation and maintenance of temporary sediment
and erosion control facilities, maintenance of drives and streets, and cleaning up and establishing a permanent stand of grass on all unpaved disturbed surfaces incidental to the work item specified in the Contract
Documents or required in restoring existing property disturbed during construction to its original condition or better. The price shall also constitute full compensation for all cleaning and testing of pipelines, testing of
materials installed, and barricades, lighting, and flagmen as required for the protection of public.
ITEM NO. 1 — REINFORCED CONCRETE PIPE
Pipe will be paid for at the unit price per linear foot for pipe of various materials, types, and sizes measured from center to center of manholes and for various depths of cut measured on the centerline of the trench
from the invert of the pipe to ground surface. The price shall include clearing, grubbing, unclassified excavation, stone removal, material laying, pipe bedding material, jointing, backfill, compaction, connection to manholes,
pipe testing, surface restoration, cleanup, and all other work required for the satisfactory installation of pipe, except for other items listed in the bid.
SECTION 02454 STRUCTURES
1. GENERAL
1.1. RELATED DOCUMENTS
Requirements of the General and Supplemental Conditions apply to all Work in this Section. Provide all labor, materials, equipment, and services indicated on the Drawings, or specified herein, or reasonably necessary for or
incidental to a complete job.
1.2. DESCRIPTION OF WORK
This item shall consist of constructing catch basins, drop inlets and junction boxes, in accordance with these specifications, at the specified locations and conforming to the lines, grades, and dimensions shown on the plans or
required by the Engineer.
1.3. RELATED WORK SPECIFIED ELSEWHERE:
Excavation and Backfill Section 02220
1.4. QUALITY ASSURANCE
1.4.1. REFERENCE STANDARDS: Unless otherwise indicated, all referenced standards shall be the latest edition available at the time of bidding. Any requirements of these specifications shall in no way invalidate the
minimum requirements of the referenced standards.
NCDOT North Carolina Department of Transportation Standard Specifications for Highway Construction (Latest Edition)
ASTM A615 Deformed and Plain Billet — Steel Bars for Concrete Reinforcement
ASTM A616 Rail— Steel Deformed and Plain Bars for Concrete Reinforcement
ASTM A617 Axle— Steel Deformed and Plain Bars for Concrete Reinforcement
ASTM A706 Low— Alloy Steel Deformed Bars for Concrete Reinforcement
ASTM C55 Concrete Building Brick
ASTM C270 Mortar for Unit Masonry
1.5. SUBMITTALS
1.5.1. SHOP DRAWINGS; MANHOLE FRAME AND COVERS AND MANHOLE STEPS: Submit for approval shop drawings for grates, drains, manhole covers, frames and steps.
1.5.2. SHOP DRAWINGS; PRECAST CONCRETE MANHOLE SECTIONS: Submit for approval shop drawings for each type precast manhole sections.
2. PRODUCTS
2.1. GENERAL: Unless otherwise noted on the Drawings, the Contractor has the option of providing manholes constructed of concrete brick, concrete masonry units or precast manholes or vaults.
2.2. PORTLAND CEMENT CONCRETE: Concrete shall be 3,000 psi (28 day), as defined by the North Carolina Department of Transportation Standard Specifications for Highway Construction, (Latest Edition), Portland Cement
and Portland Cement Concrete. All concrete shall be ready— mixed as produced by a reputable manufacturer, acceptable to the Engineer.
2.3. REINFORCING STEEL: Reinforcing steel shall conform to ASTM A615, A616, A617, or A706, Grade 60 and of the applicable size as indicated on the Detail Drawings.
2.4. CONCRETE BRICK: Concrete brick shall be sound, hard, regular and uniform in shape and of standard size (8" long x 2_ 1/4" high x 3— 5/8" wide). Concrete brick shall conform to ASTM Specifications C55, Grade
N— 1.
2.5. MORTAR: Mortar shall be composed of Portland Cement, hydrated lime, and sand, in which the volume of sand shall not exceed three times the sum of the volumes of cement and lime. The proportions of cement
and lime shall be as directed and may vary from 1:1/4 to 1:1/2. Mortar shall conform to ASTM C270, Type M.
2.6. CASTINGS:
2.6.1. The casting for the frames and covers shall be of good quality, strong, tough, even_ grained cast iron, smooth, free from scale, lumps, blisters, sand holes, and defects of every nature which would render
them unfit for the service for which they are intended.
2.6.2. Frames and covers shall be as shown on the Drawings or approved equal.
2.7. PRECAST MANHOLES OR VAULTS
2.7.1. MANHOLE BASES, CAST—IN—PLACE CONCRETE: Conform to the requirements of Section 03300, CAST_ IN_ PLACE CONCRETE.
2.7.2. MANHOLE BASES, PRECAST CONCRETE: Conform to the requirements of ASTM C478.
2.7.3. MANHOLE SECTIONS, PRECAST CONCRETE:
2.7.3.a.Precast concrete manholes consist of a base section, riser sections, a transition and cone. Provide pipe openings, of suitable size to fit the pipe, in the base section or riser sections as required.
Conform to the requirements of ASTM C478 with the following exceptions and additional requirements:
Cement: Type II, except as otherwise approved.
Minimum Wall Thickness: 5 inches
Use gasket type joints as specified herein.
Steam cure sections, do not ship for at least five days.
2.7.3.b.Acceptance of the sections will be on the basis of material tests and inspection of the completed project.
2.7.3.c.Suitably shape the tops of the bases by means of accurate bell— ring forms to receive the barrel sections.
2.7.4. RISER JOINTS: Provide riser joints of the rubber gasket type in which the gaskets are in compression and which will permit both longitudinal and angular movement. Design the bell and spigot ends to confine
the gasket when the joint is in its final position. Provide each section with proper ends made of concrete formed on machined rings to insure accurate joint surfaces. The diameters of the joint surface,
depended upon to compress the gasket, shall not vary from the theoretical diameters by more than 1/16 inch. Seal the joint with a rubber gasket so that the joint will remain tight under all conditions of
service. Joints must be capable of withstanding an internal hydrostatic pressure of 10 psi with no visible signs of leakage.
2.7.5. GASKETS: Provide gaskets which conform to applicable sections of ASTM C361. Use gaskets of a special rubber composition having a texture to assure a watertight and permanent seal and the product of a
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manufacturer havingat least five ears ex erience in the manufacture of rubber gaskets for pipe joints. Use gaskets which are a continuous ring of flexible joint rubber of a composition and texture which are
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resistant to common ingredients of sewage, industrial wastes, and ground— water and which will endure permanently under the conditions likely to be imposed by this service.
2.8. CONCRETE MASONRY UNITS
2.8.1. HOLLOW LOAD— BEARING CONCRETE MASONRY UNITS: All concrete masonry units shall be modular in size with a nominal 8" by 16" face dimension for standard units and shall conform to ASTM C90, Grade N,
Type I.
2.8.2. MASONRY JOINT REINFORCING: Joint reinforcing shall be made of zinc coated steel wire conforming to ASTM A— 166 Class 1 or ASTM A— 82 and shall be of the welded wire ladder type design with Standard
2.8.2. No. 9 gauge (0.1483") side rods and No. 9 gauge cross ties. Acceptable products include, "Blok— Lok" by A. A. Wire Products Co. and "Ladur Type" by Duro— 0— Wal, Inc.
3. EXECUTION
3.1. GENERAL
3.1.1. BASES: Structure bases may be precast or cast— in— place as indicated on the Drawings.
3.1.2. FRAMES, COVERS, AND/OR GRATES: Set manhole frames with the tops conforming accurately to the grade of the pavement of finished ground surface or as indicated on the Drawings or as directed. Set
frames in a full bed of mortar so that the space between the top of the structure masonry and the bottom flange of the frame shall be completely filled with mortar and made watertight. Place a thick ring
of mortar extending to the outer edge of the masonry all around the bottom flange. Finish the mortar flush with the top of the flange and with a slight slope to shed water away from the frame.
3.2. PRECAST STRUCTURES
3.2.1. PRECAST MANHOLE SECTIONS:
3.2.1.a.Handle and install each section in such a manner and by such means as to prevent damage. Set sections vertical with sections in true alignment.
3.2.1.b.lnstall base sections on firm stabilized foundation so prepared to prevent settlement and misalignment. Place pipe openings at the exact elevation and location to receive entering pipes.
3.2.1.c.lnstall riser sections, transitions and top sections level and plumb. Make joints in accordance with manufacturer's instructions to ensure a watertight installation.
3.2.1.d.After entering pipes are placed in the pipe openings and set to true alignment and grade, fill the annular space between the pipe and opening with a non— shrink grout to seal the joint watertight or with
brick and mortar. When brick and mortar are used the outside of the brick shall be plastered with mortar 1/2 inch thick.
3.2.1.e.Lift holes will be allowed in precast manhole sections. After setting sections in place, thoroughly plug all holes in sections with mortar. Make mortar one part cement to 1— 1/2 parts sand; mix with
water until slightly damp to the touch (just short of balling) and hammer mortar into the holes until it is dense and an excess of paste appears on the surface. Then finish smooth and flush with the
adjoining surfaces.
3.3. BRICK STRUCTURES
3.3.1. LAYING BRICK:
3.3.1.a.Use only clean brick. Moisten as directed until bricks are neither so dry as to absorb water from the mortar, nor so wet as to be slippery when laid. Lay each brick in a full bed of mortar without
requiring subsequent grouting, flushing, or filling. Walls of all structures shall consist of two widths of brick. When laying brick, the direction of every sixth (6) course shall be rotated 90 degrees to
provide a tie between the brick courses.
3.3.1.b.Lay brick in level courses with mortar joints approximately 1/2" wide and uniform in thickness. Tool exposed joints and strike flush joints which will be plastered.
3.3.1.c.Set pipes as the work progresses. Completely fill the space between the pipe and masonry to insure a watertight seal.
3.3.2. PLASTERING AND CURING BRICK: Plaster outside face of masonry with mortar 1/2 inch thick. If required, moisten masonry prior to application of plaster. Carefully spread and trowel the plaster so that all
cracks are thoroughly worked out. After hardening, check the plaster for bond and soundness by tapping. Remove replace any unbonded or unsound plaster.
3.4. CONCRETE MASONRY UNIT STRUCTURES (CMU)
3.4.1. LAYING CMU'S: CMU's shall not be wetted prior to laying. Lay CMU's in a level running bond patter and in a full bed of mortar approximately 3/8 inch wide and uniform in thickness. Tool all exposed joints
and strike flush joints which will be plastered. Cut CMU's by acceptable methods.
3.4.2. REINFORCEMENT:
3.4.2.a.All CMU structures shall have both wall reinforcement and joint reinforcement. Wall reinforcement shall consist of a number 4 rebar placed in every other cell of CMU walls, and shall be tied to the
bottom slab reinforcement. All rebar shall be tied with a minimum 12 inch lap. Upon placing rebar each cell of CMU's shall be filled with 4,000 psi concrete.
3.4.2.b.Joint reinforcement shall consist of the ladder type and shall be placed every 16" in height. Joint reinforcing shall be set in a full bed of mortar and shall be tied to adjoining walls with corner
units, 32"x32" minimum.
3.4.3. WALL OPENINGS: Opening in walls around pipes shall be filled with either brick and mortar or non— shrink grout.
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JOB NUMBER:
18023
DATE
09/24/18
DRAVN,N BY.
WSC
CHECKED BY:
WSC
REVISIONS
IO
DESCRIPTION
DATE
SPC104
SHEET
14 OF
14